beam_en

IDEA Beam User Guide

IDEA RS s.r.o. | South-Moravian Innovation Centre, U Vodarny 2a, 616 00 BRNO

tel.: +420 - 511 205 263, fax: +420 - 541 143 011, www.idea-rs.cz, www.idea-rs.com

IDEA Beam 5

User Guide




Content

1.1 Program requirements ...................................................................................................... 6

1.2 Installation guidelines ...................................................................................................... 6

2 Basic Terms ............................................................................................................................. 7

3 User interface .......................................................................................................................... 9

3.1 Control of view in the Main window ............................................................................... 9

3.1.1 DXF export settings ................................................................................................ 10

4 Working with project ............................................................................................................ 11

4.1 Creating a new project .................................................................................................... 11

4.1.1 Selecting a beam type .............................................................................................. 12

4.1.2 Single span beam ..................................................................................................... 15

4.1.3 Beam with cantilevers ............................................................................................. 16

4.1.4 Continuous beam ..................................................................................................... 17

4.1.5 Code, cross-Section, loads ...................................................................................... 18

4.2 Structure drawing settings .............................................................................................. 20

4.2.1 Ribbon group View settings .................................................................................... 20

4.2.2 Ribbon group CSS drawing..................................................................................... 20

4.2.3 Ribbon group View ................................................................................................. 20

4.2.4 Ribbon group Axo view .......................................................................................... 20

5 Input of the structure ............................................................................................................. 21

5.1 Project data ..................................................................................................................... 22

5.2 Cross-sections ................................................................................................................. 24

5.3 Materials ......................................................................................................................... 26

5.4 Geometry ........................................................................................................................ 27

5.4.1 Members .................................................................................................................. 27

5.4.2 Haunches ................................................................................................................. 30

5.5 Loads .............................................................................................................................. 32

5.5.1 Groups of load cases ............................................................................................... 32

5.5.2 Load cases of non-staged beams ............................................................................. 33

5.5.3 Load cases of staged beams .................................................................................... 35

5.5.4 Point forces .............................................................................................................. 36

5.5.5 Point moment loads ................................................................................................. 38

5.5.6 Uniform loads .......................................................................................................... 39

5.5.7 Line load .................................................................................................................. 41

5.5.8 Settlements of supports ........................................................................................... 43

5.5.9 Combinations .......................................................................................................... 44




5.5.1 Combinations for staged beams .............................................................................. 45

6 Construction stages ............................................................................................................... 46

6.1 General settings of construction stages .......................................................................... 46

6.2 Construction stages ........................................................................................................ 47

6.2.1 Load cases and combinations in construction stages .............................................. 47

6.2.2 Manual assignment of combinations to construction stages ................................... 48

6.2.3 Cast-in-situ post-tensioned beam ............................................................................ 50

6.2.4 Cast-in-situ composite reinforced beam .................................................................. 52

6.2.5 Cast-in-situ composite post-tensioned beam ........................................................... 53

6.2.6 Prefabricated reinforced beam ................................................................................ 54

6.2.7 Prefabricated pre-tensioned beam ........................................................................... 57

6.2.8 Prefabricated post-tensioned beam .......................................................................... 59

6.2.9 Prefabricated pre/post-tensioned beam ................................................................... 60

6.2.10 Prefabricated composite reinforced beam ............................................................. 62

6.2.11 Prefabricated composite pre-tensioned beam ........................................................ 65

6.2.12 Prefabricated composite post-tensioned beam ...................................................... 67

6.2.13 Prefabricated composite pre/post-tensioned beam ................................................ 69

7 Design of tendons .................................................................................................................. 71

8 Results ................................................................................................................................... 72

8.1 Results evaluation setup ................................................................................................. 72

8.1.1 Results evaluation setup of staged beams ............................................................... 72

8.2 Reactions in supports ..................................................................................................... 73

8.2.1 Ribbon group Results .............................................................................................. 73

8.2.2 Ribbon group System of reactions .......................................................................... 73

8.2.3 Ribbon group Extreme ............................................................................................ 73

8.3 Deformations .................................................................................................................. 74


8.3.2 Ribbon group Selection ........................................................................................... 74


8.3.4 Ribbon group Deformations .................................................................................... 75

8.4 Internal forces ................................................................................................................. 76


8.4.2 Ribbon group Selection ........................................................................................... 76


8.4.4 Ribbon group Transformations ............................................................................... 76

8.4.5 Ribbon group Internal forces ................................................................................... 77




8.4.6 Ribbon group Fatigue evaluation ............................................................................ 77

9 Design and check of structural items .................................................................................... 78

10 Check of concrete members ................................................................................................ 79

10.1 Settings for section checks and calculation of deflections ........................................... 80

10.1.1 Code and calculation settings ................................................................................ 80

10.1.2 Setting of result class for calculation of deflections ............................................. 81

10.1.3 Setting of result classes for section checks ........................................................... 81

10.1.4 Editing result class ................................................................................................ 82

10.2 Design member data ..................................................................................................... 84

10.3 Reinforcement zones .................................................................................................... 85

10.3.1 Check positions for check of pre-stressed members ............................................. 86

10.3.2 Zone templates ...................................................................................................... 88

10.3.3 Editing the reinforcement in the zone ................................................................... 88

10.3.4 Ribbon group View settings .................................................................................. 90

10.3.5 Ribbon group Detailed view ................................................................................. 90

10.3.6 Ribbon group Scale ............................................................................................... 91

10.3.7 Ribbon group Internal forces ................................................................................. 91

10.4 Input of data for deflections check ............................................................................... 92

10.5 Reduction and redistribution of internal forces ............................................................ 93

10.5.1 Supports definition for calculation of redistributions and reductions ................... 93

10.5.2 Ribbon group Internal forces ................................................................................. 94

10.6 Detailed check .............................................................................................................. 95

10.7 Results evaluation ........................................................................................................ 96

10.7.1 Ribbon group Concrete design .............................................................................. 96

10.7.2 Ribbon group View settings .................................................................................. 96

10.7.3 Ribbon group Scale ............................................................................................... 96

10.7.4 Ribbon group Extreme .......................................................................................... 96

10.7.5 Ribbon group Recalculate ..................................................................................... 97

10.7.6 Ribbon group Stage ............................................................................................... 97

10.7.7 Ribbon group Results drawing .............................................................................. 97

10.7.8 Drawing of section check results courses ............................................................. 97

10.7.9 Drawing of interaction diagrams ........................................................................... 97

10.7.10 Drawing of deflections check results .................................................................. 99

10.7.11 Check report ...................................................................................................... 101

11 Steel members design ........................................................................................................ 105

11.1 Default check settings ................................................................................................ 105




11.2 Check settings for the current design group ............................................................... 109

11.3 Design data ................................................................................................................. 112

11.3.1 Ribbon group Project setup ................................................................................. 112

11.3.2 Point LTB restraint .............................................................................................. 112

11.3.3 Distributed LTB restraint .................................................................................... 113

11.3.4 Not checked field ................................................................................................ 113

11.3.5 Ribbon group LTB restraints ............................................................................... 114

11.3.6 Ribbon group Check data .................................................................................... 114

11.3.7 Ribbon group View settings ................................................................................ 114

11.4 Buckling lengths ......................................................................................................... 115

11.4.1 Ribbon group Project setup ................................................................................. 117

11.4.2 Ribbon group View ............................................................................................. 117

11.4.3 Ribbon group Draw dimensions .......................................................................... 117

11.5 Check results evaluation ............................................................................................. 118

11.5.1 Ribbon group Steel design .................................................................................. 118

11.5.2 Ribbon group Extremes ....................................................................................... 118

11.5.3 Ribbon group Type of check ............................................................................... 118

11.5.4 Ribbon group Type of output .............................................................................. 119

12 Report ................................................................................................................................ 120

12.1 Standard report ........................................................................................................... 120

12.1.1 Input data ............................................................................................................. 120

12.1.2 Calculation results ............................................................................................... 120

12.1.3 Concrete 1D design results .................................................................................. 121

12.1.4 Steel design results .............................................................................................. 121

12.2 Detailed report ............................................................................................................ 122

12.2.1 Input data ............................................................................................................. 122

12.2.2 Calculation results ............................................................................................... 122

12.2.3 Concrete 1D design results .................................................................................. 124

12.2.4 Steel design results .............................................................................................. 127

12.3 Ribbon group Report view ......................................................................................... 128

IDEA Beam User Guide 6



1.1 Program requirements

Application requires .NET Framework 4 to be installed on your computer. You can download

it from web pages of Microsoft Company.

(http://www.microsoft.com/downloads/details.aspx?displaylang=en&FamilyID=0a391abd-

25c1-4fc0-919f-b21f31ab88b7). In case of a missing .NET Framework 4 the installation will

not be launched.

1.2 Installation guidelines

IDEA Beam program is installed as a part of IDEA StatiCa package.

http://www.microsoft.com/downloads/details.aspx?displaylang=en&FamilyID=0a391abd-25c1-4fc0-919f-b21f31ab88b7

http://www.microsoft.com/downloads/details.aspx?displaylang=en&FamilyID=0a391abd-25c1-4fc0-919f-b21f31ab88b7




2 Basic Terms

IDEA Beam is a program for the analysis and design of beams.

IDEA Beam is one from the group of programs developed by IDEA RS company, especially

for 2D FEA structural analysis. All these programs work with the same data model. This

allows their direct connection with all IDEA design modules.

It is possible to input a straight single-span or multi-span beam with or without cantilevers.

The beam can be straight (2D) or a spatial polygon (3D).

Loads are sorted into load cases. There can be point and line impulses on members, uniform

loads and support settlements.

Analysis of internal forces and deformations is done by finite element method. Program

calculates internal forces and deformations. Load cases can be combined.

Cross-sections of concrete beams can be one-sectional or composite.

Concrete beams (composite, prestressed) can be analysed with taking into account

construction stages and time dependent analysis.

IDEA Designer

Structural Model

3D/ 2D

FE analysis

IDEA Concrete

Beams, Columns

IDEA Concrete Slabs

IDEA Concrete

Prestressed cross-section

IDEA Prestressing

Prestressed member

IDEA Steel

Steel member




Results of IDEA Beam program can be directly used in design modules:

IDEA RCS where the required reinforcement can be designed

IDEA Steel where the steel members can be designed

IDEA Tendon where prestressed members can be designed.

FEA programs of IDEA RS are designed in such way that they can also be used via internet.

They are implemented in the MS Azure platform. All of them can be run as Cloud

applications.




3 User interface

The items of user interface of the application are composed into following groups:

Navigator – it contains main commands for the work with a project

Ribbons – there are sets of controls. Ribbons are changed according to the current

command on Navigator.

Main window – it is used mainly for appropriate drawings

Data window – properties of objects and results of analysis are displayed in this

window according to current command of Navigator

All other IDEA applications have the similar design.

3.1 Control of view in the Main window

The view in 2D window can be set by mouse or by tool in the left upper corner of the

window.

- zoom all. Click this button to fit the whole structure to the 2D window.

To set the required view using keyboard and mouse following combinations can be used:

Click and hold mid mouse button – moving the mouse pans the view.

Roll with mid mouse button – moving the mouse increases/decreases the view.

Push CTRL+SHIFT and hold mid mouse button – moving the mouse defines the

window for zoom.

Click on right mouse button over 2D window shows context menu with following commands:

Navigator

Main Window

Data window

Ribbon




Zoom all – zoom to show the whole current structure in the 2D window.

Print – start printing of the current content of 2D window on selected printer.

To bitmap – start export of the current content of 2D window to the raster graphics

file (PNG, GIF, BMP, JPEG, TIFF).

To clipboard – copy of the current content of 2D window to the Windows clipboard.

To DXF – start export of the current content of 2D window to the 2D DXF file.

3.1.1 DXF export settings

Following export parameters can be set in the Save as dialog

when exporting the view to the 2D file:

Scale – if the option is selected, the scale ratio used to

create the drawing in exported DXF can be set.

Output units – select units of the drawing in the

exported DXF file.

Layers – select the mode of layers generation. Layers can

be generated according to the line type, the line thickness, the

entity type or the entity color.

Fill regions – switch on/off export of filled regions

(otherwise only outlines are exported).

Dimensions – switch on/off export of dimension lines.




4 Working with project

Use commands in ribbon group Project to work with project:

New – create a new project.

Open – open an existing project (files with extension *.ideaBeam

or *.wsBeam).

Save – save the current project into the data file.

Save as – save the current project into the data file using a new file

name.

About – open the About application dialog.

Preferences – open a dialog to set the application language or the

logo for printed reports.

Close – close the current project.

Exit – close the application.

4.1 Creating a new project

To create a new project click New in the ribbon group Modeler Data. New project is created

using a wizard in several steps:

- Selecting a beam type;

- Selecting beam supports;

- Setting cross-sections and supports alignment;

- Setting initial cross-sections, material, loads.




4.1.1 Selecting a beam type

The type of a beam is selected in the first step of wizard:

Cast-in-situ concrete beam – the concrete cast-in-situ beam will be designed.

Material of all cross-sections must be concrete. Beam can be reinforced by concrete or

reinforcement or/and prestressed by prestressing reinforcement. Beam will be

designed in the program IDEA RCS. One of following types can be selected for cast-

in-situ concrete beam:

o Reinforced – the beam must consist of one-component cross-sections only.

The beam can be reinforced by concrete reinforcement only. No construction

stages are taken into account during calculation.

o Post-tensioned - the beam must consist of one-component cross-sections only.

The beam can be prestressed by post-tensioned tendons and reinforced by

concrete reinforcement. Construction stages for casting and posttensioning and

service stages are available for calculation and design.

o Composite reinforced – the beam must contain composite cross-section. The

beam can be reinforced by concrete reinforcement only. Construction stages

for casting and service stages are available for calculation and design.

o Composite post-tensioned – the beam must contain composite cross-section.


concrete reinforcement. Construction stages for casting and posttensioning and

service stages are available for calculation and design.

Prefabricated – a beam is precast in the factory and finalized by casting in-situ.

Material of all cross-sections must be concrete. Beam can be reinforced by concrete or

reinforcement or/and prestressed by prestressing reinforcement. The shape of beam is

limited to simple beam (one span with cantilevers). The position of supports may vary




during the production and assemblage. One of following types can be selected for

prefabricated beam:

o Reinforced – the beam must consist of one-component cross-sections only.

The beam can be reinforced by concrete reinforcement only. Construction

stages for casting in factory, storage, transport, final supports and service

stages are available for calculation and design.

o Pre-tensioned - the beam must consist of one-component cross-sections only.

The beam can be prestressed by pre-tensioned tendons and reinforced by

concrete reinforcement. Construction stages for casting in factory, transfer of

prestressing, storage, transport, final supports and service stages are available

for calculation and design.

o Post-tensioned - the beam must consist of one-component cross-sections only.


concrete reinforcement. Construction stages for casting in factory, post-

tensioning, storage, transport, final supports and service stages are available

for calculation and design.

o Pre/post tensioned - the beam must consist of one-component cross-sections

only. The beam can be prestressed by pre-tensioned and post-tensioned

tendons and can be reinforced by concrete reinforcement. Construction stages

for casting in factory, post-tensioning, storage, transport, final supports

together with post-tensioning and service stages are available for calculation

and design.

o Composite reinforced – the beam must contain composite cross-section. The

beam can be reinforced by concrete reinforcement only. Construction stages

for casting in factory, storage, transport, temporary supports, casting of

composite slab, final supports and service stages are available for calculation

and design.

o Composite pre-tensioned – the beam must contain composite cross-section.

The beam can be prestressed by pre-tensioned tendons and reinforced by

concrete reinforcement. Construction stages for casting in factory, transfer of

prestressing, storage, transport, temporary supports, casting of composite slab,

final supports and service stages are available for calculation and design.

o Composite post-tensioned - the beam must contain composite cross-section.


concrete reinforcement. Construction stages for casting in factory, post-

tensioning, storage, transport, temporary supports, casting of composite slab,

final supports and service stages are available for calculation and design.

o Composite pre /post tensioned - the beam must contain composite cross-

section. The beam can be prestressed by pre-tensioned and post-tensioned

tendons and can be reinforced by concrete reinforcement. Construction stages

for casting in factory, transfer of prestressing, storage, transport, temporary

supports, casting of composite slab, final supports together with post-

tensioning and service stages are available for calculation and design.

Steel beam – the steel beam will be designed. Default material is steel, rolled and

thin-walled cross-sections can be used. Beam will be designed in the module IDEA

Steel.

One of following types of geometry can be selected for cast-in-situ beams:

Single Span Beam – the beam of one span will be designed. Lengths of spans and

type of supports are set in next step of wizard.




Beam with cantilevers – the beam of one span with cantilevers will be designed.

Lengths of spans and type of supports are set in next step of wizard.

Continuous beam – the beam of more spans will be designed. Lengths of specific

spans can be edited in the field Span.

Following alignment modes are available for cross-sections and supports:

o Beam Alignment – determines the alignment of cross-sections in particular spans of

beam and the alignment of haunches.

o Top surface – the top edges of cross-sections of particular beam spans and the

top edges of cross-section of haunches are aligned to the top edge of the cross-

section of the first span of the beam.

o Center line – the centroids of cross-sections of particular beam spans and the

centroids of cross-sections of haunches are placed on the reference line. The

reference curve of the beam meets the centroid of the cross-section of the first

beam span.

o Bottom surface - the bottom edges of cross-sections of particular beam spans

and the bottom edges of cross-section of haunches are aligned to the bottom

edge of the cross-section of the first span of the beam.

Supports position – determines the position of support to the cross-section in the

supported node

o Top surface – supports are aligned to the top edge of the cross-section.

o Centre line – supports are aligned to the reference curve.

o Bottom surface – supports are aligned to the bottom edge of the cross-section.




4.1.2 Single span beam

Single span beam supporting can be selected from several available types. The length of span

can be defined in the field Length of beam.

One of following geometry types can be selected for single span beam:

Straight beam loaded in vertical plane – the straight horizontal beam can be defined

(only X coordinates of nodes can be edited). Loads can act in the YZ plane of global

coordinate system.

Straight or polygonal beam loaded in 3D – straight or polygonal beam can be

defined (X and Y coordinates of nodes can be edited). Z coordinates of nodes can be

edited, if the option Pitch (slope) of beam is selected. Loads can act in all directions of

global coordinate system or in directions of local axes of members.




4.1.3 Beam with cantilevers

Single span beam with cantilevers can be selected from several available types of different

layouts and supporting. The length of span can be defined in fields L, L1 and L2.

One of following geometry types can be selected for beam with cantilevers:



coordinate system.








4.1.4 Continuous beam

The sequence of beam spans can be entered in Spans edit box.

One of following geometry types can be selected for continuous beam:



coordinate system.








4.1.5 Code, cross-Section, loads

National code, default cross-section and loads (according to the beam type) are defined in the

next step of the wizard.

Particular options of dialog:

Design code – select the national code of the project.

National annex – select the national annex for concrete beams.

Design working life – select the value of design working life for concrete beams.

Cross-Section – click to input the initial cross-section of beam spans is defined

Material – click to select material of the cross-section. It is available for a steel rolled

cross-sections only.

Self-weight according cross-section – if the option is selected, the load case for the

self-weight is added. The self-weight is generated automatically on particular beam

members respecting the current cross-section of the member. The value cannot be

changed.

If the option is not selected, the load case named Self weight is created. For such load

case, the value of distributed load acting on all beam members is calculated respecting

the defined default cross-section and the value is editable. Note, that the calculated

value does not change after any change of beam!

Permanent load – input of the size of permanent uniform load in all spans of a beam.

These loads will be assigned to one permanent load case.

Variable load – input of the size of variable uniform load in all spans of a beam.

These loads will be assigned to one variable load case.

Critical load patterns – if it is switched on, more load cases will be generated from

variable load case. Different spans will be loaded or unloaded to get the most critical




moments in spans and above supports and maximal reactions in supports. This option

is available for multi-spans beams.

Ratio for unloaded spans – the ratio of size of loads in unloaded spans. When 0 is

set, there is no load in unloaded spans. When 0,25 is set, 25% of variable load is put

into unloaded spans. This option is available for multi-spans beams.

Summary combination for permanent and superimposed dead loads – if the

option is selected, a combination containing all permanent and superimposed dead

loads is generated per each construction stage. This option is available for staged

concrete beams.

Summary combination for prestressing and rheological load cases – if the option

is selected, a combination containing all prestressing load cases and rheological load

cases is generated per each construction stage. This option is available for staged

concrete beams.




4.2 Structure drawing settings

Use commands in ribbon groups View settings and CSS drawing to set the drawing of the

structure. Those ribbon groups are available for all navigator commands.

Ribbon groups View and Axo view are available for beams loaded in 3D.

4.2.1 Ribbon group View settings

Commands in ribbon group View settings:

Node numbers – switch on/off the drawing of node numbers in

the picture of structure

Member numbers - switch on/off the drawing of member

numbers in the picture of structure

4.2.2 Ribbon group CSS drawing

Commands in ribbon group Cross-section drawing:

Labels – switch on/ off the displaying of cross-section names

Scale – input of value of exceeded scale in Z axis direction.

4.2.3 Ribbon group View

Commands in ribbon group View:

Uncoiled – switch to draw the beam in uncoiled view.

Axo – switch to draw the beam in axonometric view.

4.2.4 Ribbon group Axo view

Commands in ribbon group Axo view:

Front – switch to the front view (opposite the direction

of Y-axis of global coordinate system)

Top – switch to the top view (opposite the direction of

Z-axis of global coordinate system).

Axo – switch to the default axonometric view.

Use the horizontal and vertical scrolls to rotate the view about corresponding axis.




5 Input of the structure

Appropriate structural data can be input using specific navigator

commands. Input of data is sorted into following groups of

commands: Project, Geometry and Loads. User simply goes

through navigator from top to bottom.

All data are edited from keyboard into tables. There is no

graphical interactive input like drawing by mouse.




5.1 Project data

Click navigator command Project Data to display the table with basic and identification data

of the project.

The table content differs according to the type of the current beam.

Properties group Code and type settings:

Design code –the national code of the project is displayed.

National annex – select the national annex for concrete members analysed according

to EC code.

EN 1992-2 – switch on/off the check of concrete members according to EN1992-2.

Type of beam – display (steel beam) or select (concrete beams) the type of analysed

beam – see 4.1.1 Selecting a beam type.

Prefabricated concrete beam – select a type of the prefabricated concrete beam – see

4.1.1 Selecting a beam type.

Cast-in-situ concrete beam – select a type of the cast-in-situ concrete beam – see

4.1.1 Selecting a beam type.

Design working life – select the considered design working life.

Properties group Geometry and load settings:

Geometry and loads – select one of types of geometry and load acting modes:

o Straight beam loaded in vertical plane – the straight horizontal beam can be

defined (only X coordinates of nodes can be edited). Loads can act in the YZ

plane of global coordinate system.




o Straight or polygonal beam loaded in 3D – straight or polygonal beam can

be defined (X and Y coordinates of nodes can be edited). Z coordinates of

nodes can be edited, if the option Pitch (slope) of beam is selected. Loads can

act in all directions of global coordinate system or in directions of local axes of

members.

Pitch (slope) of beam – if the option is selected, the slope of beam can be changing the

Z-coordinate of selected nodes. This option is available only for Straight or

polygonal beam loaded in 3D beam type.

Ratio for unloaded spans – the ratio of size of loads in unloaded spans. When 0 is

set, there is no load in unloaded spans. When 0,25 is set, 25% of variable load is put

into unloaded spans.

Beam alignment - see 4.1.1 Selecting a beam type

Supports position - see 4.1.1 Selecting a beam type

Properties group Identification:

Name – input of the project name.

Number – input of the project identification number.

Author – input name of the project author name.

Description – input of additional information about the structure.

Date – date of calculation.




5.2 Cross-sections

Each structural member has assigned one cross-section. Click navigator command Project >

Cross-sections to input cross-sections.

Click Copy above the table of cross-sections to copy an existing cross-section.

Click above the table to add a new cross-section.

Dialog Cross-Section Navigator appears with groups of available cross-sections:

Basic – standard shapes of concrete cross-sections;

Advanced – shapes of concrete cross-sections used mostly in bridge designs, general

concrete section;

Rolled – steel rolled cross-sections I, L, U, T, plate, circular, square and rectangular

hollow section;

Welded, composed – more complex shapes composed from steel rolled sections,

general steel section.




Composite – cross-section shapes for analysis of composite cast-in-situ or

prefabricated concrete beams, taking into account time dependent analysis.

Click the picture of required cross-section shape to add a new cross-section. The new cross-

section is set as current cross-section and its properties are displayed in the table in the data

window.

There is a list of already defined cross-sections in the left part of data window. Following

buttons are available for each cross-section:

- input a new cross-section. Current cross-section is replaced by a new one.

- delete the cross-section. Cross-section, which is used anywhere in the structure,

cannot be deleted.

Properties of current cross-section can be edited on the tab Parameters in the right part of

data table. Table of cross-sectional characteristics is displayed on the tab Characteristics.




5.3 Materials

Click navigator command Project > Materials to review or edit material characteristics of

the materials in the project.

All materials, which are assigned to cross-sections in the project, are listed in the Materials

table.

- click the edit button to convert the material to the editable material. The name of

material changes and the particular material characteristics can be edited. The change affects

all cross-sections, which have assigned the edited material.

- click the button to display the dialog with the list of all materials available in the

system material library. When a material from the library is selected, it replaces the edited

material. The change affects all cross-sections, which have assigned the edited material.

Clean – the button is available, if there is a material in the project, which is not assigned

to any cross-section. Click the button to delete not used materials from the project.




5.4 Geometry

Use commands in the navigator group Geometry to input the beam members, haunches and

supports.

5.4.1 Members

Click navigator command Geometry > Members to input and edit beam members and

supports.

Beam members can be edited in the table Members in the data window.

Click above the table to add a new member.

Table Members contains following columns:

Member – the number of member is displayed.

Length [m] – input the length of the member. If the length of one member changes,

all following nodes move. Lengths of following members remain unchanged.

Delta X [m] – input the distance between end node and beginning node of the member

in the direction of X-axis of global coordinate system (coordinate increment in the X-

axis direction).

Delta Y [m] – input the distance between end node and beginning node of the member

in the direction of Y-axis of global coordinate system (coordinate increment in the Y-

axis direction). This option is available only for Straight or polygonal beam loaded

in 3D beam type.




Cross-section - assign the appropriate cross-section to the member. Cross-section can

be selected from the list of available cross-sections. Click to change the

parameters of the current cross-section. Click to add a new cross-section into the

project. The newly added cross-section replaces the current one.

- delete the appropriate member.

Supports and slope of beam can be edited in the table Supports in the data window.

Table Nodes contains following

columns:

X – switch on/off the support to

resist translations in the direction of

global X axis.

Y - switch on/off the support to

resist translations in the direction of

global X axis. This option is available

only for Straight or polygonal beam

loaded in 3D beam type.

Z – switch on/off the support to

resist translations in the direction of global Z axis.

Rx – switch on/off the support to resist the rotation about the global X axis. This

option is available only for Straight or polygonal beam loaded in 3D beam type.

Ry – switch on/off the support to resist the rotation about the global Y axis.

Rz - switch on/off the support to resist the rotation about the global Z axis. This option

is available only for Straight or polygonal beam loaded in 3D beam type.

Z[m] – input the Z-coordinate of node in global coordinate system. The coordinate

value can be defined only for nodes unlocked by clicking the button . Coordinates

of intermediate nodes (between the unlocked nodes) are interpolated – the unlocked

nodes define the slope of the appropriate part of the beam. This option is available

only for Straight or polygonal beam loaded in 3D beam type and Pitch (slope) of

beam option selected.

For Straight or polygonal beam loaded in 3D beam type the rotation of support can be

defined in supported node.

Local system – select the mode to determine the rotation of support:




o Global – the final rotation of support is defined by a sequence of rotations

about individual axes of global coordinate system.

o Local – from previous beam – the support is rotated in such a way that the

directions of individual axes of rotated supports are parallel to corresponding

axes of local coordinate system of the previous member prior the support.

o Local – from next beam – – the support is rotated in such a way that the

directions of individual axes of rotated supports are parallel to corresponding

axes of local coordinate system of the member following the support.

o Local – average from both beams – the support is rotated in such a way that

the directions of individual axes of rotated supports are parallel (or

perpendicular) to the direction of the half of angle between corresponding axes

of local coordinate systems of members prior and following the support.

Rotation – input the sequence of rotations about individual axes of global coordinate

system using the string in format e. g. X30 Y45 Z20.




5.4.2 Haunches

A haunch can be defined on any particular member of the beam. The haunch can be defined

on the begin or on the end or on both ends of the member. The haunch is defined by length

and by two cross-sections – by the original cross-section of the member and by the cross-

section assigned to the haunch on the appropriate member end.

Click navigator command Geometry > Haunches to input and edit haunches on members.

There is a list of members in the left part of the table in the Data window. There is a table

with haunch properties of the current member in the right part of the table.

Particular haunch properties:

Type – select the position of the haunch on member.

o None – there is no haunch defined on the member

o Symmetrical – haunches are defined on both ends of member and both

haunches have the same properties

o Left end – haunch is defined on the begin of the member

o Right end – haunch is defined on the end of the member

o Both ends – haunches are defined on both ends of the member and both

haunches can have different properties.

Left (Right) end – haunch properties on the appropriate end of member

o Cross-Section – select the cross-section of the haunch in the list. The list

contains only cross-sections which can create haunch on the current

member. Click edit button to change properties of the haunch cross-

section.

Click button to input new cross-section of haunch. This cross-section is

of the same type as the cross-section of the current member.




Picture 5-1 – transformation of the structural model to the analysis model (finite elements for the analysis)




5.5 Loads

Individual commands of group Loads are used for input of load cases, point loads, uniform

loads, line loads, settlements and load combinations.

5.5.1 Groups of load cases

Each load case is assigned to one group of load cases.

Load cases, which are in one group, are considered as one load case when generating load

case coefficients for combinations.

Click Loads > Load cases to input groups of load cases.

5.5.1.1 Groups of permanent loads

Groups of permanent loads are defined in the table on tab Permanent load groups.

Table Permanent load groups contains following columns:

Name – input name of load group.

γ G,sup – input of partial factor for permanent unfavourable load cases in ULS

combinations.

γ G,inf – input of partial factor for permanent favourable load cases in ULS

combinations.

ξ – input of reduction factor of unfavourable permanent loads.

To add new group of permanent loads click above the table.

5.5.1.2 Groups of variable loads

Groups of variable loads are defined in the table on tab Variable load groups.

Table Variable load groups contains following columns:

Name – input name of load group.

Type – select the type of variable loads group. The type determines the behaviour of

load cases from the group in appropriate combinations of load cases.

o Standard – load cases from the group are considered as additional load in

ULS and SLS combinations.




o Standard - Exclusive – load cases from the group are considered as additional

load in ULS and SLS combinations. Only one load case from the group can act

in single critical combination.

o Accidental, Standard – load cases from the group are considered as additional

load in ULS and SLS combinations. In the ULS Accidental combination the

load cases are considered as design value of an accidental action Ad.

o Accidental, Standard - Exclusive – load cases from the group are considered

as additional load in ULS and SLS combinations. In the ULS Accidental

combination the load cases are considered as design value of an accidental

action Ad. Only one load case from the group can act in single critical

combination.

o Fatigue, Standard – Exclusive – load cases from the group are considered as

additional load in ULS and SLS combinations. In the ULS Fatigue

combination the load cases are considered as fatigue load Qfat. Only one load

case from the group can act in single critical combination.

γq – input the value of partial load factor of variable load cases in ULS combinations.

ψ0 – input the value of partial load factor of variable load cases in ULS and SLS

Characteristic combinations.

ψ1- input the value of partial load factor of variable load cases in SLS Frequent

combinations.

ψ2 - input the value of partial load factor of variable load cases in SLS Quasi-

permanent combinations.

To add new group of variable loads click above the table.

5.5.2 Load cases of non-staged beams

Click navigator command Loads > Load cases to input load cases.

Loads are associated to load cases. Load cases can be of type Permanent or Variable. Each

case can contain point loads, uniform loads, line loads and settlement loads.

If Prestressing is active in the project, permanent load cases named “Post-tensioning” or

“Pre-tensioning” are generated automatically. Those load case are used for transfer of

equivalent load actions caused by prestressing tendons into the structural model of the beam.

Load case for prestressing cannot be deleted.

Load case of self weight may be generated automatically.




Click above the table of load cases to add new load case.

Click Copy above the table to copy selected load case including all loads associated to the

load case.

If the current load case is of type Variable, click Critical Patterns above the table to generate

more load cases to get the most critical moments in spans and above supports and also the

most critical reactions in supports.

Click Self weight above the table to add load case of self weight (if the Self weight load case

does not exist).

Table Load Cases contains following columns:

Name – enter name of load case.

Uniform load – input value of the uniform load, which (in the appropriate load case)

acts on each member of the beam.

Load group – select the load group to assign the load case to.

Type - click the cell to change the type of load.

- delete the appropriate load case.




5.5.3 Load cases of staged beams

Following load cases are generated for each stage of staged beam:

Load case to store increments of permanent loads. The load case name is G(n), where

n is the number of the appropriate stage. Loads, which are applied in the appropriate

stage, can be defined in this load case.

Load case to store the rheological effects. The load case name is R(n), where n is the

number of the appropriate stage. No loads can be defined to these load cases. Actions

caused by rheological effects are stored to these load cases during the calculation.

These load cases are generated for beams analysed by time dependent analysis.

These automatically generated load cases cannot be deleted.

The number of assigned stage is displayed in the column C. stage of Load cases table. The

load case can be assigned to the required stage during the definition of stages – see 6.2

Construction stages.




5.5.4 Point forces

Click navigator command Loads > Point forces to input point forces.

Point forces can be defined on any member of the beam. The force can act in the direction of

selected axis of the local or global coordinate system. Also inclination can be defined.

Positive value defines the force, which acts in the positive direction of axis.

Current load case can be set in the list Load cases. Point forces already defined in this load

case are displayed in the table.

Click above the table to add new point force to the current load case.

Table Point forces contains following columns:

Member – input the number of member loaded by point force.

Size – input the value of point force.

X [m] – input the position of force from the beginning of the member. The value is

taken into account only if the value in column Position is set to X.

Position – select the mode to define the force position. Following modes are available:

o X – one force on the member in the distance defined in the X-column.

o P1/2 – one force in the mid of the member.

o P1/3 – two forces in the thirds of the member.

o P1/4 – three forces in the quarters of the member.

o P1/5 – four forces in the fifths of the member.

Direction - select the axis of coordinate system in which point force is defined.

Following directions are available:

o Global Z – the load acts in the direction of Z-axis of global coordinate system.

o Global Y – the load acts in the direction of Y-axis of global coordinate system.

This direction is available only for Straight or polygonal beam loaded in 3D

beam type.

o Global X – the load acts in the direction of X-axis of global coordinate system.

o Local z – the load acts in the direction of z-axis of the member local

coordinate system. This direction is available only for Straight or polygonal

beam loaded in 3D beam type.




o Local y – the load acts in the direction of y-axis of the member local



o Local x – the load acts in the direction of x-axis of the member local



Angle – input the value of point force inclination to specified direction. This option

available only for Straight beam loaded in vertical plane beam type.

- delete the appropriate point force.




5.5.5 Point moment loads

Click navigator command Loads > Point Moments to input point moment loads.

Point moment load can be defined on any member of the beam. Moment acts about the

selected axis of member local coordinate system.

Current load case can be set in the list Load cases. Point moment loads already defined in this

load case are displayed in the table.

Click above the table to add new point moment load to the current load case.

Table Moment loads in points contains following columns:

Member – input the number of member loaded by point moment load.

Size – input the value of point moment load.

X [m] – input the position of moment load from the beginning of the member. The

value is taken into account only if the value in column Position is set to X.

Position – select the mode to define the moment position. Following modes are

available:

o X – one moment on the member in the distance defined in the X-column.

o P1/2 – one moment in the mid of the member.

o P1/3 – two moments in the thirds of the member.

o P1/4 – three moments in the quarters of the member.

o P1/5 – four moments in the fifths of the member.

Direction - select the axis of member local coordinate system in which point moment

is defined. This option is available only for Straight or polygonal beam loaded in

3D beam type. Following directions are available:

o Local x – the moment acts about the x-axis of the member local coordinate

system.

o Local y – the moment acts about the y-axis of the member local coordinate

system.

o Local z – the moment acts about the x-axis of the member local coordinate

system.

- delete the appropriate moment load.




5.5.6 Uniform loads

Click navigator command Loads > Uniform Loads to input uniform loads.

Uniform load can be defined on any member of the beam. The load can act in direction of

selected axis of local or global coordinate system. Also inclination can be defined. The load

acts on the whole member.


Current load case can be set in the list Load cases. Uniform loads already defined in this load


Click above the table to add new uniform load to the current load case.

Table Uniform Loads contains following columns:

Member – input the number of member loaded by uniform load.

Size – input the value of uniform load.

Direction - select the axis of coordinate system in which distributed load is defined.





beam type.














Location – select the location mode of the load. This option is available only for

Straight or polygonal beam loaded in 3D beam type. Following modes are

available:

o Length – the load is placed on the whole length of the member.

o Projection – the load is placed on the projection of member on the

corresponding axis. This mode can be used only for loads acting in global

coordinate system.

Angle – input the value of distributed load inclination to specified direction. This

option available only for Straight beam loaded in vertical plane beam type.

- delete the appropriate uniform load.




5.5.7 Line load

Click navigator command Loads > Line Loads to input line loads.

Line load can be defined on any member of the beam. The load can act in direction of selected

axis of local or global coordinate system.. Also inclination can be defined. Load acts from

position X1 to position X2 and can have different values in points X1 and X2.


Current load case can be set in the list Load cases. Line loads already defined in this load


Click above the table to add new line load to current load case.

Table Line loads contains following columns:

Member – input the number of member loaded by uniform load.

Size p1 – input the value of line load at the beginning (in position X1)

Size p2 – input the value of line load at the end (in position X2)

X1 – the position of the beginning of the line load from the beginning of the member.

X2 – the position of the end of the line load from the beginning of the member.

Direction - select the axis of coordinate system in which distributed load is defined.





beam type.














Location – select the location mode of the load. This option is available only for

Straight or polygonal beam loaded in 3D beam type. Following modes are

available:

o Length – the load is placed on the whole length of the member.

o Projection – the load is placed on the projection of member on the

corresponding axis. This mode can be used only for loads acting in global

coordinate system.

Angle – input the value of line load inclination to specified direction. This option

available only for Straight beam loaded in vertical plane beam type.

- delete the appropriate line load.




5.5.8 Settlements of supports

To input settlements of supports click navigator command Loads > Settlements.

Settlement can be defined in any support. Settlement can act only in global Z-axis direction.

Positive value defines the settlement acting in the positive direction of Z axis.

Current load case can be set in the list Load cases. Settlements already defined in the current

load case are displayed in the table.

Click above the table to add new settlement to the current load case.

Table Settlements contains following columns:

Supported node – input the number of node with support, in which the settlement

acts.

Size – input the value of settlement.

- delete the appropriate settlement.




5.5.9 Combinations

To input combinations click navigator command Loads > Combinations.

Combinations of load cases are important for the determination of extreme effects of loads. It

is possible to input different types of combinations, which are used for different designs and

checks.

One of following types can be assigned to each combination:

ULS Fundamental;

ULS Accidental;

ULS Fatigue

SLS Characteristic;

SLS Quasi-permanent;

SLS Frequent.

One of following evaluation types can be set for the combination:

Linear – all load cases in the combination are simply added up, taking into account

defined load case coefficients.

Envelope – such combinations are searched, which cause maximal and minimal

values of evaluated magnitude. Defined load case coefficients are taken into account.

Code – combinations behave similarly to the envelope combinations, but the load

coefficients are generated using the values from the national code. According to

Eurocode following formulas are used:

o For ULS Fundamental combinations formulas 6.10 or 6.10a,b;

o For SLS Characteristic combination formula 6.14b;

o For SLS Frequent combination formula 6.15b;

o For SLS Quasi-permanent combination formula 6.16b;

o For ULS Accidental combination formula 6.11b;

o For ULS Fatigue combination formula 6.69 EN 1992-1-1.

The automatically determined load coefficients are multiplied by user defined load

coefficients.

The content (load cases and the appropriate coefficients) of critical combinations, which were

generated from code or envelope combination prescription and caused an extreme of

evaluated magnitude, are printed in results evaluation.

Click above the table of combinations to input new combination.

Table Combinations contains following columns:

Name – input the name of combination.

Type – select the type of current combination.

Evaluation – select the evaluation mode of combination

- delete the appropriate combination.




Load cases are displayed in following columns. Specific value of coefficient for each load

case in combination can be defined.

If the combination evaluation mode is set to code, the automatically determined load

coefficients are multiplied by user defined load coefficients.

Click Delete all above the combinations table to delete all combinations.

5.5.1 Combinations for staged beams

A set of combinations (ULS fundamental, SLS Characteristic, SLS Frequent, SLS Quasi-

permanent) is generated per each stage after creating new project using wizard. Appropriate

load cases, which act in individual stages, are automatically assigned to combinations.

The number of stage, to which is the combination assigned, is displayed in the column

Construction stage.

The combination can be assigned to the required stage during the definition of stages see – 6.2

Construction stages.




6 Construction stages

To set general properties of construction stages and to define the

individual construction stages use navigator commands Construction

stages.

6.1 General settings of construction stages

Click navigator command Construction Stages > Settings to set common properties of

construction stages. Table of common properties is displayed in the data window.

End of curing – the age of concrete at the beginning of drying shrinkage (or

swelling).

Use γlt – switch on/off taking into account the safety factor for long-term

extrapolation of delayed strains in creep calculation.

Relative humidity – input the value of relative humidity.

Maximal length of subzone – input the length of finite element for TDA calculation.

Number of intervals – input the number of generated time nodes per decade.




6.2 Construction stages

Construction stages are generated automatically according to the type of analysed beam.

Other stages (service stages) can be added manually. To modify construction stages click

navigator command Construction stages > Construction stages.

The structure is displayed in the Main window. Supports are drawn for the current stage.

Table of construction stages and table of properties of the current stage are displayed in the

Data window.

Columns of Construction stages table:

- switch on/off the stage to be calculated and checked. Only some stages cam be

switched off.

Number – displays the serial number of construction stage. The number is used in

names of generated load cases and combinations.

Name – displays the name of construction stage.

Time – input the time of the stage, related to the stage of casting of first part of the

design member. The time cannot be less than the time of previous stage.

Check – switch on/off taking the stage into account when performing checks of

reinforced cross-sections in IDEA RCS module.

Description – input the additional description of the stage.

To add new (service) stage click above the Construction stages table.

6.2.1 Load cases and combinations in construction stages

Load cases and combinations, which are assigned to the current stage, are displayed in the

properties group Load cases and combinations.

Only permanent load cases can be assigned to construction stages. Permanent load case can

be applied only in one construction stage.




Permanent load cases are assigned to that one construction stage, in which the first

occurrence of the load case is assumed. If permanent load case has been assigned to some

construction stage, it cannot be assigned again to any later construction stage.

Variable load cases cannot be assigned to construction stages. Variable load cases can act in

construction stages only in combinations.

Properties in group Load cases and combinations:

Load cases – displays the list of permanent load cases, applied in the current

construction stage. To edit assignment of load cases to the stage click edit button .

Combinations – displays the list of combinations assigned to the current construction

stage. Those combinations are used for checks of sections in IDEA RCS module.

Combinations can be assigned to construction stage either manually or automatically

by clicking Reorder combi above the table Construction stages. To assign

combinations to construction stage manually click edit button see 6.2.2 Manual

assignment of combinations to construction stages.

The selection of load cases applied in the current stage is performed in the dialog Select load

cases for construction stage.

Load cases available for the current stage are listed in the column Available. Load cases

applied in the current stage are listed in the column Selected.

6.2.2 Manual assignment of combinations to construction stages

Following rule has to be fulfilled when assigning combination of load cases to construction

stage:




Combination must contain all permanent load cases, which have been applied in selected

and all previous construction stages.

Combinations, which do not fulfil this rule, are not taken into account during checks in IDEA

RCS.

The selection of combinations assigned to the current stage is performed in the dialog Select

combinations construction stage.

All combinations are listed in the column Available. Combinations assigned to the current

stage are listed in the column Selected.




6.2.3 Cast-in-situ post-tensioned beam

Following default construction stages are generated for cast-in-situ post-tensioned beam:

Casting

Post-tensioning

Superimposed deal load. This stage may be switched off from calculation.

End of design working life.

6.2.3.1 Casting

This is the default first stage for each beam type. The fresh concrete of first part of the design

member is cast in this stage. Times of all following stages are related to this stage.

Time of this stage cannot be changed.

Check cannot be performed for this stage.

For some beam types, load case of self weight of the first phase of cross-section is assigned to

the stage.

Neither other load cases, nor combinations can be assigned to the stage.

6.2.3.2 Post-tensioning

The post-tensioned tendons are tensioned and anchorage permanently in this stage. Post-

tensioned reinforcement is a part of the structure since this time and resists all loads.

The time of stage can be modified.

The checks can be switched on/off for this stage.

Load case for transfer of prestressing effects of post-tensioning and load case of rheological

effect (for structures calculated using time dependent analysis) in the stage are assigned to the

stage.





this stage.

Corresponding combinations are assigned to this stage.

Assignment of load cases and combinations can be edited (respecting the rules described in

6.2.1 Load cases and combinations in construction stages).

6.2.3.3 Superimposed dead load

The final structural system already exists in this stage. All dead load should act since this

stage.



Load case of increments of permanent loads in the stage and load case of rheological effect

(for structures calculated using time dependent analysis) in the stage are assigned to the stage.

Corresponding combinations are assigned to the stage.



6.2.3.4 End of working life

Construction stage at the moment of the end of expected working life. All effects of long term

losses and internal forces redistribution are taken into account.



Toad case of increments of permanent loads in the stage and load case of rheological effect








6.2.4 Cast-in-situ composite reinforced beam

Following default construction stages are generated for cast-in-situ composite reinforced

beam:

Casting.

Casting of composite slab.



6.2.4.1 Casting

See 6.2.3.1 Casting.

6.2.4.2 Casting of composite slab

Fresh concrete of composite slab is cast in this construction stage. Only the prefabricated part

of structure resists the load from fresh concrete.



Load case of own weight of composite slab and load case of rheological effect (for structures

calculated using time dependent analysis) in the stage are assigned to the stage.





See 6.2.3.3 Superimposed dead load.


See 6.2.3.4 End of working life.




6.2.5 Cast-in-situ composite post-tensioned beam

Following default construction stages are generated for cast-in-situ composite post-tensioned

beam:

Casting.

Post-tensioning.




6.2.5.1 Casting



See 6.2.3.2 Post-tensioning.


See 6.2.4.2 Casting of composite slab.








6.2.6 Prefabricated reinforced beam

Following default construction stages are generated for prefabricated reinforced beam:

Casting.

Storage yard.

Transport. This stage may be switched off from calculation.

Final supports.

Superimposed dead load. This stage may be switched off from calculation.

End of working life.

6.2.6.1 Casting


6.2.6.2 Storage yard

The production of prefabricated part of the design member is finished in this construction

stage. The prefabricated element is transferred to a storage yard, where it can be piled one on

top of another, separated using wooden or rubber stacking strips between individual layers.



Positions of supports on the storage yard can be defined by lengths of spans. Length of left

span L1 and length of mid span L can be set in the properties group Beam spans. Length of

right span L2 is calculated from the overall beam length.

If the option To design position in properties group Temporary supports is selected, the

supports emerging in this stage are placed to the design position. Thus the deflections, which

appeared in positions of new supports during previous stages, will be eliminated.







the stage.




6.2.6.3 Transport

The prefabricated element is transported from the storage yard to the building ground in this

stage.



Positions of supports during the transport can be defined by lengths of spans. Length of left

span L1 and length of mid span L can be set in the properties group Beam spans. Length of

right span L2 is calculated from the overall beam length.







the stage.







6.2.6.4 Final supports

The design member is placed to the final position in this stage. It is assumed that the structural

system will not change since this time. Position of supports corresponds to positions defined

during input of beam geometry.



If the option To design position in properties group Final supports is selected, the supports

emerging in this stage are placed to the design position. Thus the deflections, which appeared

in positions of new supports during previous stages, will be eliminated.




the stage.











6.2.7 Prefabricated pre-tensioned beam

Following default construction stages are generated for prefabricated pre-tensioned beam:

Casting.

Transfer of prestressing.

Storage yard. This stage may be switched off from calculation.


Final supports.



6.2.7.1 Casting


6.2.7.2 Transfer of prestressing

The sufficient strength is reached in this stage, thus the prestressing from pre-tensioned

tendons can be applied. The effects caused by pre-tensioned reinforcement are considered as

permanent since this time.



As far as the precast element lifts up from the rest during stressing, self-weight is activated

and it acts against this cambering. To utilize the self-weight to reduce the effects of

prestressing, the supports are placed at the ends of the beam.







Load case for transfer of effects of pre-tensioning and load case of rheological effect (for

structures calculated using time dependent analysis) in the stage are assigned to the stage.


the stage.





See 6.2.6.2 Storage yard.

6.2.7.4 Transport

See 6.2.6.3 Transport.


See 6.2.6.4 Final supports.








6.2.8 Prefabricated post-tensioned beam

Following default construction stages are generated for prefabricated post-tensioned beam:

Casting.

Post-tensioning.



Final supports.



6.2.8.1 Casting






6.2.8.4 Transport











6.2.9 Prefabricated pre/post-tensioned beam

Following default construction stages are generated for prefabricated pre/post-tensioned

beam:

Casting.




Final supports and post-tensioning.



6.2.9.1 Casting



See 6.2.7.2 Transfer of prestressing.



6.2.9.4 Transport


6.2.9.5 Final supports and post-tensioning

The design member is placed to the final position in this stage. It is assumed that the structural

system will not change since this time. Position of supports corresponds to positions defined

during input of beam geometry.

At the same time the post-tensioned reinforcement is stressed and anchored. Since this time

the post-tensioned reinforcement is a part of the structure and resists all loads.









Load case for transfer of effects of post-tensioning, load case of increments of permanent

loads and load case of rheological effect (for structures calculated using time dependent

analysis) in the stage are assigned to the stage.











6.2.10 Prefabricated composite reinforced beam

Following default construction stages are generated for prefabricated composite reinforced

beam:

Casting.



Temporary supports. This stage may be switched off from calculation.


Final supports.



6.2.10.1 Casting




6.2.10.3 Transport


6.2.10.4 Temporary supports

Temporary supporting before casting the composite slab can be defined in this stage.






Positions of temporary supports can be defined by lengths of spans. Length of left span L1

and length of mid span L can be set in the properties group Beam spans. Length of right span

L2 is calculated from the overall beam length.










Fresh concrete of composite slab is cast in this construction stage. Only the prefabricated part

of structure resists the load from fresh concrete.



Positions of supports when casting the composite slab can be defined by lengths of spans.

Length of left span L1 and length of mid span L can be set in the properties group Beam

spans. Length of right span L2 is calculated from the overall beam length.

If the option To design position in properties group Outmost temporary supports is

selected, the supports emerging in this stage are placed to the design position. Thus the

deflections, which appeared in positions of new supports during previous stages, will be

eliminated.

Following properties of internal temporary supports can be set in group Internal temporary

supports:

Number - number of intermediate supports, which are generated in the mid span.




Distances between supports – sequence of distances between supports. Individual

distances may differ, but the total sum must match the length of the mid span.

Required camber – if the option is selected, the value of camber of the mid span by

means of internal supports can be defined.

Type of input – camber value determination mode:

o By fraction of span – the camber value is defined as the n-th of mid span

length entered in the property 1/.

o By value – the required camber value in the mid of the mid span is defined in

the property Value.

Supports setting – displays list of calculated camber per each individual internal

support in the mid span.

Load case of own weight of composite slab and load case of rheological effect (for structures

calculated using time dependent analysis) in the stage are assigned to the stage.








6.2.10.8 End of working live





6.2.11 Prefabricated composite pre-tensioned beam

Following default construction stages are generated for prefabricated composite pre-tensioned

beam:

Casting.






Final supports.



6.2.11.1 Casting






6.2.11.4 Transport



See 6.2.10.4 Temporary supports.








6.2.12 Prefabricated composite post-tensioned beam

Following default construction stages are generated for prefabricated composite post-

tensioned beam:

Casting.

Post-tensioning.





Final supports.



6.2.12.1 Casting






6.2.12.4 Transport





See 6.2.10.5 Casting of composite slab






6.2.13 Prefabricated composite pre/post-tensioned beam

Following default construction stages are generated for prefabricated composite pre/post-

tensioned beam:

Casting.






Final supports and post-tensioning.



6.2.13.1 Casting






6.2.13.4 Transport






6.2.13.3 Final supports and post-tensioning

See 6.2.9.5 Final supports and post-tensioning.




7 Design of tendons

Tendons must be defined for prestressed beams (pre-tensioned, post-tensioned,

pre/post tensioned).

Input and design of tendons is performed in the module IDEA Tendon. To start

design of tendons click Tendon design.

Design of tendons is described in a separate user guide IDEA Tendon.

The resulting equivalent effect of prestressing are stored in appropriate load cases, which are

generated automatically according to the beam type.




8 Results

When the structure is defined , click Calculate to perform structure analysis.

After the analysis finishes, navigator commands in the Results group are available.

8.1 Results evaluation setup

Evaluation of reactions, deformations and internal forces is performed

for the current result class, load case or combination. Current result

class, load case or combination can be selected in the list in ribbon

group Results.

Following result classes are generated automatically:

All ULS Fundamental – all existing ULS fundamental

combinations are automatically assigned to this result class.

All ULS Accidental - all existing ULS accidental


All ULS Fatigue - all existing ULS fatigue combinations are

automatically assigned to this result class.

All SLS Char – all existing SLS Characteristic combinations

are automatically assigned to this result class.

All SLS Quasi – all existing SLS Quasi-permanent


All SLS Frequent – all existing SLS Frequent combinations

are automatically assigned to this result class.

Scale for drawing of evaluated results can be set in edit box Scale.

Switches in ribbon group Extreme can be used to set the range of evaluated results.

No – all values of evaluated components are printed for each

case/combination in each member section/node.

Member – extreme values of evaluated components are found

per each member/supported node of the beam.

Cross-section – extreme values of evaluated components are

found per each cross-section of the beam.

Global – extreme values of evaluated components are found from all members/

supported nodes of the beam.

8.1.1 Results evaluation setup of staged beams

A current construction stage, for which the results are

evaluated, can be selected in the list Stage.

The list of available load cases and combinations is

filtered according to the current stage. Also the content of

automatically generated result classes is modified so that

each result class contains only such combinations, which are assigned to the current stage.

The supports are drawn for the current stage too.




8.2 Reactions in supports

Click navigator command Results > Reactions to evaluate reactions in supports.

Calculated reactions are evaluated:

Graphically – diagrams of reactions are drawn in the Main window.

Textually – extreme values of reactions are displayed in the table in the Data window.

Reactions are evaluated for current load case or combination.

Ribbon groups Results, System of reactions and Extreme are available when evaluating

reactions in supports.

8.2.1 Ribbon group Results

See 8.1 Results evaluation setup.

8.2.2 Ribbon group System of reactions

Use commands in ribbon group System of reactions to set the coordinate

system to evaluate the reactions:

Global – switches to evaluate reactions in global coordinate system.

Local – switches to evaluate reactions in local coordinate system of

rotated supports.

8.2.3 Ribbon group Extreme

See 8.1 Results evaluation setup




8.3 Deformations

Click navigator command Results > Deformations to evaluate beam deformations.

Calculated deformations are evaluated:

Graphically – diagrams of selected component of deformation are displayed in the

Main window.

Textually – extreme values of deformations and rotations are displayed in the table in

the Data window.

Deformations are evaluated for current load case or combination.

Ribbon groups Results, Selection, Extreme and Deformations are available when evaluating

deformations.



8.3.2 Ribbon group Selection

Use this ribbon group to evaluate results on individual member only.

Single select – switch on/off the mode of evaluation of one member

only. Graphical and text evaluation is then performed only for one selected

member.

Number of current member can be selected or entered in the list under this

button.






8.3.4 Ribbon group Deformations

Particular options of ribbon group

Deformations:

ux – switch to graphical evaluation of

deformation in direction of local member axis

x.

uy – switch to graphical evaluation of deformation in direction of local member axis

y. This option is available only for Straight or polygonal beam loaded in 3D beam

type.

uz – switch to graphical evaluation of deformation in direction of local member axis z.

fix – switch to graphical evaluation of rotation about local member axis x. This option


fiy – switch to graphical evaluation of rotation about local member axis y.

fiz – switch to graphical evaluation of rotation about local member axis z. This option


Deformed shape – switch to draw deformed shape (spatial deformation) of the

structure.




8.4 Internal forces

Click navigator command Results > Internal forces to evaluate beam internal forces.

Calculated internal forces are evaluated:

Graphically – diagrams of selected component of internal forces are displayed in the

Main window.

Textually – extreme values of internal forces are displayed in the table in Data

window.

Internal forces are evaluated for current load case or combination.

Ribbon groups Results, Selection, Extreme, Transformations, Internal forces and Fatigue

evaluation are available when evaluating internal forces.



8.4.2 Ribbon group Selection

See 8.3.2 Ribbon group Selection.


See 8.2.3 Ribbon group Extreme.

8.4.4 Ribbon group Transformations

Use switches in ribbon group Transformations to set the mode of internal

forces evaluation (graphical and textual evaluation).




Centroidal – switch to evaluate internal forces in sections perpendicular to the

centroidal axis of members.

Design – switch to evaluate internal forces in sections perpendicular to the reference

line.

8.4.5 Ribbon group Internal forces

Individual commands in ribbon group Internal

forces:

N – switch to the graphical evaluation of

normal force N.

Vy – switch to the graphical evaluation of

shear force Vy. This option is available only for Straight or polygonal beam loaded

in 3D beam type.

Vz – switch to the graphical evaluation of shear force Vz.

Mx – switch to the graphical evaluation of torsional moment My. This option is

available only for Straight or polygonal beam loaded in 3D beam type.

My – switch to the graphical evaluation of bending moment My.

Mz – switch to the graphical evaluation of bending moment Mz. This option is

available only for Straight or polygonal beam loaded in 3D beam type.

8.4.6 Ribbon group Fatigue evaluation

If result class All ULS fatigue or combination of fatigue type is set to be

evaluated, the ribbon group Fatigue evaluation is available.

No – switch to evaluate the basic combination of fatigue

combination (not considering the cyclic load).

Δ – swith to draw the difference between the minimal and maximal

value of evaluated component (amplitude) caused by the cyclic load of the fatigue

combination only. The amplitudes and minimal and maximal values of single internal

forces componets (caused by the complete fatigue combination) are displayed in the

table .

Min – switch to draw the courses of minimal amplitudes of evaluated internal forces

component caused by the complete fatigue combination (including the cyclic load).

The amplitudes and minimal and maximal values of single internal forces componets

(caused by the complete fatigue combination) are displayed in the table.

Max – switch to draw the courses of maximal amplitude of evaluated internal forces

component caused by the complete fatigue combination (including the cyclic load).

The amplitudes and minimal and maximal values of single internal forces componets

(caused by the complete fatigue combination) are displayed in the table.




9 Design and check of structural items

IDEA Beam is an application for static analysis of the structure. Reactions in support, linear

deformations and internal forces caused by acting load are results of this analysis.

In case of concrete beam the reinforcement zones can be designed to reinforce the beam.

Reinforcement can be input to the zones using reinforcement templates. Reinforced beam can

be checked and results of check can be evaluated along the beam. The detailed check of

sections can be performed in IDEA RCS.

The deflections can be calculated and evaluated on the reinforced (not pre-tensioned) beam

too.

The design of prestressed tendons is done in IDEA Tendon. After design of tendons is

finished, equivalent loads are transferred back to the appropriate load case for prestressing.

To start IDEA Tendon click Tendon design.

In the case of steel beam the buckling parameters and the steel design data can be

defined. Afterwards, the section resistance check, the buckling resistance check and

deflection check can be performed.




10 Check of concrete members

The input of data for check and evaluation of check results and deflection calculation results

is done on the current design member. The whole beam is considered as one design member

in IDEA Beam.

Use commands in ribbon group Concrete Design 1D to define

reinforcement zones, to input reinforcement to zones, to define

supports for deflection calculation, to define conditions for

redistribution and reduction calculation and to evaluate results

of section check and deflection calculation.

Program IDEA RCS is used to design the design member.

IDEA RCS designs and checks the reinforced sections. Each section has associated one

reinforced cross-section.

To be able to design the reinforcement, reinforcement zones have to be defined along the

design member and reinforcement has to be defined using reinforcement templates. Each zone

corresponds to one section and each template corresponds to reinforced section in IDEA RCS.

Extreme internal forces from the whole zone are found for the design.

To be able to design the reinforcement on beam several preconditions have to be fulfilled:

Beam is of type Concrete Beam

There are combinations of ULS, SLS Characteristic, SLS Frequent and SLS quasi-

permanent

The project is calculated – internal forces are available.

Calculation of deflections and the check of limit deflections is available only for

beams, which are not calculated using time dependent analysis.




10.1 Settings for section checks and calculation of deflections

Check and deflection calculation settings, common for all design members, can be changed

using commands in ribbon group Concrete design:

Code – code and calculation settings – see 10.1.1 Code and

calculation settings

Deflection settings – settings of parameters of loads, which

are used for calculation of deflections – see 10.1.2 Setting of

result class for calculation of deflections.

10.1.1 Code and calculation settings

To edit code settings and calculation settings click Code in ribbon group Concrete design.

Values for evaluation of limit deflections can be set in the property group Chapter 7. The

values are considered as n-th of length of span. Alternatively, the check of limit deflections

can be set to compare the calculated deflection value with user defined absolute deflection

value.

Property Maximum length of zone can be set in group General – the maximum length of

zone, where the stiffnesses are considered to be constant. If the length of reinforcement zone

is greater than this value, the zone is split for calculation of deflections to respect the entered

maximal length value.




10.1.2 Setting of result class for calculation of deflections

The deflections are calculated for all combinations assigned to the result class which is set to

be used to calculation of deflections. The default result class for calculation of deflections is

named All SLS (Deflections). Combinations in this result class are considered as

characteristic combinations. In the background, one quasi-permanent combination is

generated per each combination in this result class. To determine the portion of long term

loads in variable load cases value of coefficient is used, which is taken from the load

group, in which the load cases are assigned.

Click Deflection settings in ribbon group Settings to set loads

for calculation of deflections.

Result class – select the result class for calculation of

deflections. Click edit button to edit the content of the

selected result class – see 10.1.4 Editing result class.

10.1.3 Setting of result classes for section checks

Result classes are required to be able to perform the sections checks of current design

member.

The result classes are generated automatically in the background. All combinations of

corresponding type are assigned to appropriate result classes. The content of result classes

cannot be edited. Following combinations of load actions are used for check of concrete

sections in IDEA RCS:

ULS – fundamental – contains load effects caused by result class ULS - fundamental,

which contains all load combinations of type ULS - fundamental.

ULS – accidental – contains load effects caused by result class ULS - accidental,

which contains all load combinations of type ULS - accidental.

Min. cyclic load – contains minimal amplitude of load effects caused by result class

ULS - fatigue, which contains all load combinations of type ULS – fatigue.

Max. cyclic load – contains maximal amplitude of load effects caused by result class

ULS - fatigue, which contains all load combinations of type ULS – fatigue.

SLS – characteristic – contains load effects caused by result class SLS Char, which

contains all load combinations of type SLS Char.

SLS – frequent – contains load effects caused by result class SLS Frequent, which

contains all load combinations of type SLS Frequent.

SLS – quasi-permanent – contains load effects caused by result class SLS Quasi,

which contains all load combinations of type SLS Quasi.




10.1.4 Editing result class

Click edit button at result classes list box to edit the content of result class. Defined result

classes are displayed in the left tree view. The content and the properties of the current result

class are displayed in the mid column. All load cases and all combinations available in project

are displayed in the right tree view.

Particular options of Result class manager dialog:

Classes – defined result classes, grouped according to their types, are displayed in the

tree view. Properties of selected result class and list of combinations and load cases in

the result class are displayed in the middle part of dialog.

New – add new result class.

Delete – delete selected result class.

Expand all items – expand/collapse all items in the result classes tree view.

Combination properties:

Name – input name of the current result class.

Type – select the type of the current result class.

Items in result class – combinations and load cases, assigned to the current result

class, are displayed in the tree view. Combinations are grouped according to their

types and load cases are grouped according to the load groups.

Expand all items – expand/collapse all items in the result class items tree view.

- remove selected combination or load case or load cases group from the current

result class.




- remove all items from the current result class.

- add combination, load case or load cases group, selected in the tree view Items

in project, to the current result class.

- add all items from the tree view Items in project to the current result class.




10.2 Design member data

Click navigator command Concrete Design 1D > Data to define design member data

relevant for checks.

Particular concrete checks, which should be performed on current design member, can be

selected in the left part of the table.

The mode of deflections calculation can be set in property group Deflections. One of

following modes can be chosen:

Do not calculate – deflections check is not performed on current design member

By limiting the flexural slenderness – the deflection check is performed as a proof of

flexural slenderness limitation according to art. 7.4.2

Detailed calculation – the detailed calculation of deflections is performed, following

7.4.3 Checking deflections by calculation, without respecting (6) Shrinkage

curvatures.

Exposure classes and design member properties can be set on tab Member data.




10.3 Reinforcement zones

Click navigator command Concrete design 1D > Reinforcement to input reinforcement

zones and reinforcement to zones.

After the zones and reinforcement are defined, either the detailed check in IDEA RCS or the

section check along the design member and calculation of deflections along the design

member can be performed.

To generate reinforcement zones according to patterns the zone templates can be used – see

10.3.2 Zone templates.

Ribbon groups Concrete design, Detailed design, Zone templates, View settings, Scale,

Internal forces and Detailed view are available during the input of reinforcement zones.

The design member with defined reinforcement zones is drawn in the main window. A table

for zones and reinforcement editing is displayed in the Data window. The detailed picture of

reinforced section of the current reinforcement zone is drawn in the right part of the Data

window.

Table Reinforcement zones contains following columns:

Reference point – set the number of node. The coordinates defined in columns Begin

and End are related to this point.

Begin – position of zone beginning measured from reference point.

End - position of zone beginning measured from reference point.

Reinforcement – select the reinforcement template associated to the zone.

Click edit button to edit the reinforcement in the zone. Click to input new

reinforcement template, which is assigned to the current zone. Such created

reinforcement template is than available for all reinforcement zones, which have the

same cross-section.

Check – switch on/off the check of the zone. If the option is turned off, then no

sections from this zone are generated in IDEA RCS.




Division – input number of subzones, to which the current zone will be split. Sections

for check are generated for each subzone.

Section position – select the position on the subzone, where the section for check is

generated.

- insert new zone. The current zone is split to two halves by inserting new zone.

- delete the current zone.

10.3.1 Check positions for check of pre-stressed members

As far as there are tendons in prestressed design member and the tendon position in the cross-

section may vary along the design member, the proper check positions, where the check will

be performed, must be defined.

The check positions are generated automatically or can be defined by user, if necessary.

If the checkbox in column Check is selected in the Reinforcement zones table for the zone,

check positions are generated at the beginning of zone, at the end of zone and at the division

between subzones (according to Division value in the Reinforcement zones table).

In the defined check positions (generated and user defined) sections for check in IDEA RCS

are generated, respecting following rules:

If the reinforcement type is the same for the neighbouring zones, only one section is

generated between zones.

If the course of internal forces is not continuous in the check position, two sections are

generated – left to the position and right to the position.

If the user defined check position is at the border between reinforcement zones, two

sections are generated – left to the position and right to the position.




If the user defined check position is at the same position as the generated one, only the

user defined is taken into account.

User defined check positions can be defined in the Check positions table.

To add a new check position click above the table.

Columns in the Check positions table:

Name – input the name of position. The name is used to generate the name of section

in the IDEA RCS module.

Reference point – select the point of the design member, which the distance of

section is related to.

Position – input the distance between the check position and the reference point.

Total position – displays the distance between the check position and the beginning

of the design member.

Check – switch on/off the check of the check position. If the option is turned off, then

no sections for this check position are generated in IDEA RCS.

- delete the current check position.




10.3.2 Zone templates

Zone templates can be used to generate zones along the design member. To

generate zones according to templates click Zone templates.

Zone patterns, which are suitable for the current design member, are displayed in

the dialog Default reinforcement zone layout.

Click OK to generate zones on design member according to the chosen template.

10.3.3 Editing the reinforcement in the zone

The reinforcement in the zone is defined using reinforcement templates. The already defined

reinforcement can be edited either by new input using reinforcement template (all

reinforcement in the zone is replaced by new one) or IDEA RCS can be run to perform the

detailed check of the design member and the reinforcement can be edited in IDEA RCS. The

changes in reinforcement performed in IDEA RCS are transferred back to the reinforcement

in IDEA Beam.

Input of reinforcement can be started

- Clicking the edit button in the Reinforcement column it the zones table in the

Data window

- Clicking the picture of section above the zone in the Main window.




Particular dialog options:

Reinforcement template name – the name of reinforcement template assigned to the

current reinforcement zone, is displayed and can be changed in the text box. The name

of reinforcement template is included into the name of reinforced cross-section in

IDEA RCS.

Cross-section for definition of reinforcement – the list is available, when

reinforcing haunches. If the haunch is defined using cross-sections of the not identical

shape, the governing cross-section should be selected in the list. The reinforcement

template is input into the selected section. The reinforcement is interpolated from the

governing section into the haunch than.

Input new reinforcement by reinforcement template – depending on the shape of

cross-section in the current zone buttons with pictures of suitable reinforcement

templates are displayed. Click the button with required reinforcement pattern to

display Reinforcement for cross-section dialog. After defining the reinforcement

parameters and closing both dialogs by clicking OK the reinforcement is input to the

zone.





Use options in ribbon group View settings to change

the drawing mode of current design member:

Zones – turn on/off the drawing of

reinforcement zones in the picture of the design

member.

Reinforced cross-section – turn on/off the drawing of reinforced cross-section above

the particular zones.

Dimension lines – turn on/off the drawing of dimension lines of the current design

member.

Check positions – turn on/off the drawing of defined check positions on the current

design member. This option is available only for prestressed design members.

10.3.5 Ribbon group Detailed view

Use options in ribbon group Detailed view to change the

drawing of the detailed reinforced cross-section in the right

part of the Data window.

Dimension lines – turn on/off drawing of

dimension lines in the detailed picture of reinforced cross-

section

Stirrup description – turn on/off drawing of stirrups description in the detailed

picture of reinforced cross-section




Reinforcement description – turn on/off drawing of main reinforcement description

in the detailed picture of reinforced cross-section

10.3.6 Ribbon group Scale

Use options in ribbon group Scale to set scale ratios for drawing of parts

of design member.

Member – set value of exceed scale for drawing of members of

design member.

Section – set value of exceed scale for drawing of cross-section

pictures above the zones.

Results – set value of scale for drawing of result courses (internal forces, check

results...)


Use options in ribbon group Internal forces

to set drawing mode of internal forces.

Draw – turn on/off the drawing of

internal forces along the current design

member.

N – switch to drawing of axial force N.

Vz – switch to drawing of shear force Vz.

Vy - switch to drawing of shear force Vy. This option is available only for Straight or

polygonal beam loaded in 3D beam type.

Mx – switch to drawing of torsional moment Mx. This option is available only for

Straight or polygonal beam loaded in 3D beam type.

My – switch to drawing of bending moment My.

Mz – switch to drawing of bending moment Mz. This option is available only for


Stage – see 8.1.1 Results evaluation setup of staged beams.

Result class – see 8.1 Results evaluation setup.




10.4 Input of data for deflections check

Click navigator command Reinforcement design 1D > Deflections to input data for

calculation of deflections.

Table with design member spans and a simplified picture of design member with supports is

drawn in the Data window.

For each span the checkbox Check of limit deflections in property group Deflection can be

turned on/off to perform the check of limit deflections.

Actual span – set the current span in the list. For the current span, the request to

check the limit deflection can be set in the neighbouring property table Deflection.

The current span can be set by clicking the cell in the column Length of span.




10.5 Reduction and redistribution of internal forces

Click navigator command Concrete design 1D > Redistribution and reduction to input

parameters and calculation of redistributions and reductions of internal forces.

Design member and courses of evaluated values are drawn in the main window. Ribbon group

Internal forces is available to modify the evaluation settings.

Tabs for input and evaluation of redistributions and reductions are displayed in the data

window:

Supports definition – setting of type of individual supports along the design member.

Internal forces – tabular evaluation of modified internal forces.

Intermediate results – tabular evaluation of intermediate results of modified internal

forces calculation.

10.5.1 Supports definition for calculation of redistributions and reductions

Support conditions for calculation of reduction and redistribution of internal forces can be set

on the tab Supports definition.

Table Supports definition:

All supports identical – if the option is selected, all supports are considered to be the

same when calculating redistribution and reduction. If the option is not selected, the

support conditions can be defined for each support separately.

Support width – input the support width for reduction of internal forces calculation.

Beam or slab is – type of beam for reduction of internal forces calculation:

o Monolithic with support – beam is considered to be monolithic with support.

o Continuous over a support – beam is considered to be continuous over the

support.

Redistribution of moments – switch on/off calculation of moments redistribution

according to EN 1992-1-1, art. 5.5.

Reduction of moments – switch on/off calculation of reduced moments in supports

according to EN 1992-1-1, art. 5.3.2.2(3) a 5.3.2.2(4).

Reduction of shear force– switch on/off calculation of reduced shear force for

members with loads near supports according to EN 1992-1-1, art. 6.2.2(6) and

6.2.3(8). The way to determine effective height can be selected in Type of effective

depth d property:

o Calculate according to formula d = 0.9*h;

o User defined;

o Determine according to compression strut angle θ.




Limited interaction check – switch on/off limitation of interaction check in distance

less than d from position of maximal moment according to EN 1992-1-1 6.2.3(7).


Use commands in ribbon group Internal

forces to set the drawing mode of modified

internal forces along the current design

member.

Original – switches on/off drawing

of courses of not modified internal forces..

Modified – switches on/off drawing of courses of internal forces taking into account

calculated reduction and redistribution.

N – switches to draw the course of axial force N.

Vz – switches to draw the course shear force Vz.

Vy - switches to draw the course shear force Vy. This option is available only for


Mx – switches to draw the course of torsional moment Mx. This option is available

only for Straight or polygonal beam loaded in 3D beam type.

My – switches to draw the course of bending moment My.

Mz – switches to draw the course of bending moment Mz. This option is available

only for Straight or polygonal beam loaded in 3D beam type.

Stage – see 8.1.1 Results evaluation setup of staged beams.

Result class – see 8.1 Results evaluation setup.




10.6 Detailed check

Click Detailed in ribbon group Concrete design to run the detailed

concrete check in the module IDEA RCS.

The data for detailed check in IDEA RCS are generated with

respect to the input data (cross-section, zones, reinforcement) and

the result classes associated to combinations for check. Besides the

detailed section check, the reinforcement can be edited in IDEA RCS. Changes of

reinforcement are transferred back to IDEA Beam and are respected in calculation of

deflections.




10.7 Results evaluation

Click navigator command Concrete design 1D > Results to start the checks and calculation

of deflections and its evaluation.

Results can be evaluated:

Graphically – the courses of evaluated magnitude are drawn in the Main window.

Textually – the textual presentation of results is printed to tables on tabs in the Data

window. Following tabs are available:

o Summary – the summary tables of section check, deflection check and the

input data are printed in the table.

o Redistribution and reduction – tables with intermediate results of internal

forces redistribution and reduction are printed in the table.

o Section check – the detailed output of reinforced sections check is printed in

the table

o Deflections check – the detailed output of deflection calculation and limit

deflection check is printed in the table.

Following results may be evaluated graphically:

course of summary section check along the design member

courses of individual section check along the design member

interaction diagrams for individual zones on the design member.

Ribbon groups Concrete design, View settings, Scale, Extreme, Recalculate, Results

drawing and Report are available, when evaluating results.

Ribbon group Check and Stage are available for evaluation of section check results.

Ribbon groups Combinations, Type of results, Deflections, Type of stiffnesses and

Stiffness are available for evaluation of deflection calculations.

Ribbon groups Stage, Interaction surfaces sections, Drawing settings and Colors settings

are available for evaluation of interaction diagrams.

10.7.1 Ribbon group Concrete design

See 10.7.1 Ribbon group Concrete design and 10.6 Detailed check.


See 10.3.4 Ribbon group View settings.

10.7.3 Ribbon group Scale

See 10.3.6 Ribbon group Scale.


The drawing of check results labels can be modified using commands in this ribbon

group.

No –the extreme value of check of each reinforced subzone is found and

displayed in the picture of check result course.

Zone – the extreme value of check of each reinforced zone is found and


Global – the extreme value of check of the whole design member is found and





10.7.5 Ribbon group Recalculate

Recalculate – run calculation of checks results of the current design

member. This command is available, if the check results were deleted. After

the calculation settings were changed.

10.7.6 Ribbon group Stage

For staged beams, a current stage can be selected from the Stage list. The

results are drawn for the selected stage.

10.7.7 Ribbon group Results drawing

Use options in ribbon group Results drawing to set the mode of

graphical evaluation of results:

Section check – switch to evaluation of section check

results

Deflection check – switch to evaluation of deflection

check and calculated stiffnesses.

Interaction diagrams – switch to drawing of interaction diagrams for selected zone

or subzone of the design member.

10.7.8 Drawing of section check results courses

10.7.8.1 Ribbon group Check

Use options in ribbon group Check to set the

evaluation of particular check result along

the design member.

Overall – switch to drawing of

envelope of extremes of all performed checks.

Capacity N-M-M – switch to drawing of course of one of available components of

capacity check – check value, bending moments of resistance, axial force of

resistance.

Shear – switch to drawing of course of shear check results.

Interaction – switch to drawing of course of interaction check results.

Stress limitation – switch to drawing of course of stress limitation check results.

Crack width – switch to drawing of course of crack width check results.

10.7.9 Drawing of interaction diagrams

10.7.9.1 Ribbon group Interaction surface sections

Use commands in this ribbon group to switch the interaction

diagram to be drawn.




Horizontal – switch to draw the horizontal section of intersection surface through the

point Ned, 0, 0.

N-M res – switch to draw the vertical section of intersection surface through the

origin of coordinate system and the result of bending moments MEd,y, MEd,z. If the

both sections are zero, the section is drawn in the plane N-My.

N – My – switch to draw the vertical section of intersection surface through the point

(0,0,MEd,z) parallel with the plane N-My.

N–Mz – switch to draw the vertical section of intersection surface through the point

(0,0,MEd,y) parallel with the plane N-Mz.

10.7.9.2 Ribbon group Drawing settings

Extreme – switch to draw the extremal interaction diagram in the current position.

All – switch to draw all interaciton diagrams in the current position.

Number – set the number of interaction diagrams to be drawn. The diagrams with the

highest exploatation value are drawn.

Position – set the positon on the current design member, for which the interaction

diagrams are drawn.

10.7.9.3 Ribbon group Colors settings

Use commands in this ribbon group to set the drawing colors of

interaction diagrams..

Standard – switch to draw all interaction diagrams in one

color – default color for drawing of interaction diagrams.

Different colors – switch to draw each interaction diagram in

different color.

Legend – switch on/off drawing of legend describing the points which represents the

design resistance forces.




10.7.10 Drawing of deflections check results

10.7.10.1 Ribbon group Combination

Characteristic combinations, which are assigned to the result class for

deflections calculation, are available in the list. The courses of calculated

deflections and stiffnesses are drawn for selected combination.

10.7.10.2 Ribbon group Type of results

Use the options in ribbon group Type of results to set the results mode:

Stiffness – switch to drawing of calculated stiffnesses for the

current combination along the design member.

Deflection – switch to drawing of calculated deflections for the

current combination along the design member

10.7.10.3 Ribbon group Deflections

Use options in ribbon group Deflections to set the

evaluated magnitude of calculated deflections along

the design member. The ribbon group is available

only when option Deflections in ribbon group Type

of results is on.

Linear – switch to drawing of deflections from linear calculation for the current

combination.

Immediate – switch to drawing of immediate deflections (calculated from short-term

stiffnesses) from total load for the current combination.

Long-term – switch to drawing of long-term deflections (calculated including the

effects of creep) from the long-term loads for the current combination.

Total – switch to drawing of total deflections (calculated including the effects of

creep) for the current combination.

Limit – switch to drawing of limit deflections.

10.7.10.4 Ribbon group Type of stiffnesses

Use ribbon group Type of stiffnesses to set the evaluated type

of stiffness along the design member. The ribbon group is

available only when option Stiffness in ribbon group Type of

results is on.

Immediate – switch to drawing of stiffnesses for calculation of immediate effects of

long-term load components for the current combination.

Long-term – switch to drawing of stiffnesses for calculation of long-term effect of

long-term load components for the current combination..

Immediate total – switch to drawing of stiffnesses for calculation of immediate effect

of total load for the current combination.




10.7.10.5 Ribbon group Stiffness

Use options in ribbon group Stiffness to set the evaluated stiffness.

EAx – switch to drawing of axial stiffness EAx.

EIy – switch to drawing of flexural stiffness EIy




10.7.11 Check report

To generate and print the calculation report with section check

results and deflection calculation results use options in ribbon

group Report.

Standard – generate standard check report for the current

design member or design group.

Detailed - generate detailed check report for the current design member or design

group.

Settings – display dialog to define the content of the detailed report.




10.7.11.1 Report settings

To set the content of report click Settings in ribbon group Report.

Particular dialog options:




Bill of material – switch on/off the print of the table with bill of material.

Construction stages – select the mode of stages evaluation.

o All – extreme values of individual check searched from all checked stages will

be printed.

o Selected – extreme values of individual check per each stage, selected in the

list below, will be printed.

Redistributions and reductions – switch on/off print of all outputs concerning

calculation of redistributions and reductions of internal forces.

o Internal forces – switch on/off print of tables of modified internal forces.

All result classes – switch to print tables of modified internal forces for

all result classes.

Selected result class – switch to print tables of modified internal forces

for result classes selected in the list below.

o Draw picture – switch on/off print of pictures of courses of modified internal

forces.

All values – switch to draw pictures of all components of modified

internal forces.

Selected values – switch to draw pictures of components of modified

internal forces selected in the list below.

o No extremes – no extreme values of modified internal forces are evaluated.

o Member extremes – extreme values of modified internal forces are evaluated

for each single member of the structure.

o Global extremes – extreme values of modified internal forces are evaluated

for the whole structure.

o Intermediate results of redistributions and reductions – switch on/off print

of tables of intermediate results of calculation of internal forces reductions and

redistributions.

All combinations – switch to print tables of intermediate results for all

combinations from result classes available for checks.

Combinations used in section check – switch to print tables of

intermediate results only for combinations, which were used during

concrete sections check.

Nonconformity – switch on/off the print of the table with

nonconformities of reduction and redistribution calculation.

Section check results – switch on/off the print of all results of section checks.

o Overall check picture – switch on/off the print of the picture of overall

section check results along the design member.

o Extreme zone – if the option is selected, the results are printed only for the

reinforcement zone, where the most extreme value of check is found.

o All zones – if the option is selected, the results are printed for each zone on the

design member.

Interaction diagrams – switch on/off the print of interaction diagrams

pictures.

Nonconformity – switch on/off the print of the table with checks

nonconformities.

Detailed results table – switch on/off the print of detailed table of the

check results.




Combinations – switch on/off the print of the table with description of

combinations for section checks.

Check of deflection – switch on/off the print of all results of deflection calculations.

o Extreme combinations – if the option is selected, results of deflection check

will be printed for the combination, which caused the extreme check value.

o All combinations – if the option is selected, results of deflection check will be

printed for all combinations.

o Picture – switch on/off the print of the picture with the courses of deflections.

o Stiffness – switch on/off the print of the tables with stiffnesses.

o Nonconformity - switch on/off the print of the table with nonconformities.

o Combination – switch on/off the print of the table with description of

combinations for calculation of deflections.

o Explanation - switch on/off the print of the table with nonconformities.

Design member data – switch on/off the print of the table with design members data.

Reinforced zones – switch on/off the print of tables with reinforcement zones data.

o Reinforced zones on beam haunches - switch on/off the print of tables with

reinforcement zones on design members haunches.

Code and calculation setup - switch on/off the print of tables with national code

settings and concrete calculation settings.




11 Steel members design

Use commands in navigator group Steel design to input design data,

buckling lengths, to set design options and to perform and evaluate the

check of steel members.

To be able to run the design of steel members, following conditions

must be met:

The beam contains members with steel cross-sections.

USL and SLS (characteristic) combinations are defined.

Design members and design groups of steel members are defined.

The results of linear calculation are available.

The design data are defined for the current design group, which can be set in the navigator

Design elements. The detailed results evaluation can be performed for the current design

group too.

Only one design member is automatically created in IDEA Beam. This design member is

automatically assigned to a design group and is set as the current design member.

11.1 Default check settings

Click Code in ribbon group Project setup to change the default check settings

(common for all design groups) and the national code settings.




Code and calculation settings dialog options:

Group Check settings:

Stability check – switch on/off the execution of stability check. If the option is not

selected, the stability check of designed members is not performed, only the section

check is performed.

Deflection check – switch on/off the execution of deflection check. If the option is

selected, the deflection check of designed members is performed.




Fire resistance check – switch on/off the execution of check of structural fire design

according to EN1993-1-2 is performed. If the option is selected, the fire resistance

check is performed.

Classes 1 and 2 checked as class 3 – switch on/off the execution of plastic check. If

the option is selected, cross-sections classified as class 1 or class2 are checked using

articles for class 3.

Class 4 cross-checked as class 3 - if the option is selected, cross-sections classified as

class 4 are checked using articles for class 3. The check of class 4 cross-sections is not

supported. If the option is not selected and the cross-section is classified as class 4, the

check value of cross-section is set to 500%.

Check of shear buckling – if the option is selected, the limit slenderness of cross-

section web is checked. If the limit slenderness is checked and is exceeded, the check

value of cross-section is set to 500% – the check according to EN1993-1-5 should be

performed in such case, but it is not supported.

Group EN1993-1-1:Chapter 6:

γM0 – input value of partial factor for resistance of cross-sections whatever the class

is.

γM1 – input value of partial factor for resistance of members to instability assessed by

member check.

γM2 – input value of partial factor for resistance of cross-sections in tension to

fracture.

Use always eq. 6.2 in combined strength check – if the option is selected, the

equation 6.2 is used when analysing the section resistance. Otherwise the equation

6.41 is used.

Max slenderness λ acc. to 6.3.1.2 (4) – input the limit value of relative slenderness to

neglect the buckling resistance check according to 6.3.1.2 (4).

Limit value for expression (γM.NEd)/Ncr – input the limit value of formula to

neglect the buckling resistance check according to (6.3.1.2(4)).

If possible, determine LTB curve acc. to eq. (6.57) – if the option is selected and it

is possible to determine LTB curve according to (6.57), the determined LTB curves

are used. If the curves cannot be determined according to (6.57) or if the option is not

selected, the buckling curves for LTB are determined according to (6.56).

λ LT0 – input the plateau length of the lateral torsional buckling curves. (6.3.2.3(1)).

Interaction method – select the interaction method to be used in the interaction check

according to 6.3.3.

Do not take small moments Mz into account in stability check if MzEd/MzRd is

less than limit – input the limit value when the influence of Mz can be neglected for

checks of unsymmetrical cross-section under compression and bending checked acc.

to art. 6.3.4 or modified method 6.3.3 for mono-symmetrical cross-section where only

in plain bending can be used. When limit is exceeded the check fails and error is

written in report if the other options do not cover this case.

Use art. 6.3.3 also for unsymmetrical cross-section when limit for MzEd/MzRd is

exceeded – if the option is selected, members with unsymmetrical cross-section are

checked acc. to art. 6.3.3 when art. 6.3.4 or alternative method for mono-symmetrical

cross-section cannot be used. The utilisation reserve to cover possible inaccuracy must

be ensured.




Do not take into account bending around minor axis in stability check of

unsymmetrical cross-section – if the option is selected, bending around minor axis is

neglected. This option allows to use art. 6.3.4 or alternative method 6.3.3 for mono-

symmetrical cross-section always. Then utilisation reserve to cover possible

inaccuracy must be ensured.

Group Chapter 7 – input the value of limit deflections for particular types of structural

elements related to the length of the member (1/n).

Group EN1993-1-2 – Structural fire design

γM,fi – input the partial factor for the relevant material property, for the fire situation.

Calculation model – select the type of calculation model of structural fire design. The

design can be performed using either Strength domain or Temperature domain.

Method for critical temperature calculation – select the method for calculation of

critical temperature.

Required time of fire resistance – input the time for which the structure should resist

the fire.

Time interval of analysis – unprotected members – input the time interval for

calculation of temperature increment on unprotected members.

Time interval of analysis – protected members – input the time interval for

calculation of temperature increment on protected members.

Fire exposure – select the mode of cross-section fire exposure. Following modes are

available:

o All sides – the cross-section is exposed to the fire on all sides.

o Three sides – the cross-section is exposed to the fire on three sides (one side is

protected).

Type of protection – select the fire-protection type of the cross-section:

o None – the member is not protected against the fire.

o Board – the member is protected by fire protection boards.

o Spray – the member is protected by fire protection spray.

Temperature curve – select the temperature curve to calculate the temperature in

time. Following curves are available:

o Standard curve

o External fire curve

o Hydrocarbon curve

Net heat flux – configuration factor – input the configuration factor to determine the

net heat flux.

Net heat flux – surface emissivity of member – input the member surface emissivity

εm to determine the net heat flux.

Net heat flux –emissivity of flame – input the emissivity of flame εf to determine the

net heat flux.

Fire protection material – temperature independent specific heat – input the

specific heat of applied fire protection material.

Fire protection material – thickness – input the thickness of applied fire protection

material.

Fire protection material – thermal conductivity – input the thermal conductivity of

applied fire protection material.




Fire protection material – unit mass – input the unit mass of applied fire protection

material.

Group General:

Sway YY – enable/disable sway buckling mode for buckling about y axis considered

in stability check.

Sway ZZ – enable/disable sway buckling mode for buckling about z axis considered

in stability check.

Maximal buckling length coefficient – input the maximal value of buckling

coefficient for coefficients determined from calculation.

LT buckling system is equal as ZZ and YZ buckling system – this option is used

when creating a new design group. If the option is selected, the common buckling

system is used for LTB, ZZ and YZ buckling.

11.2 Check settings for the current design group

Click navigator command Steel design > Options to change the check settings for the current

design group.




Group Check settings:

Use check settings from project setup – if this option is selected, the cross-section

resistance check settings are taken from the default project check settings – see 11.1

Default check settings. If the option is not selected, specific cross-section resistance

check settings can be set for the current design group.

Group Buckling settings:

Use buckling settings from project setup - if this option is selected, the buckling

resistance check settings are taken from the default project check settings – see 11.1

Default check settings. If the option is not selected, specific buckling resistance

check settings can be set for the current design group.

Effect of load position in the cross-section on LTB behaviour of member – select

the position of the load on member. The load position may be either destabilising,

neutral or stabilising.

Member type for deflection check – select the type of member to determine the limit

value of relative deformation for deflection check.




Group EN1993-1-2 Structural fire design:

Use fire design from project setup – if this option is selected, the fire design check

settings are taken from the default project check settings – see 11.1 Default check

settings. If the option is not selected, specific fire design check settings can be set for

the current design group.




11.3 Design data

Click navigator command Steel design > Design data to input or edit the design data.

Following design data can be defined on the members of the design member:

Point LTB restraint;

Distributed LTB restraint;

Field to be checked.

The current design member of the current design group is drawn in the main window.

The tables with design data is displayed in the data window.

Ribbon groups Project setup, LTB restraints, Check data and View settings are available.

The design data are defined on single members of the current design member.

The current design member can be selected in the combo box Design member above the

tables.

The list of members of the current design member is displayed in the table Members of

current design member.

For the selected member, the defined design data are displayed in the table Restraints, check

data.

Properties of the current design data can be edited in the right part of the table.

11.3.1 Ribbon group Project setup

See 11.1 Default check settings.

11.3.2 Point LTB restraint

To add new point LTB restraint on the current member click above the design data table

(the tab Point LTB restraint must be active) or click Point in the ribbon group LTB

restraints.




Point restraint properties:

Location – select the location

of restraint. Restraint can be defined

either on the top flange or on the

bottom flange or on both flanges of

the cross-section.

Position – input the distance

of point restraint related to the

beginning of the member.

Repeated – if the option is

selected, the restraint contains more

points.

Count – input the count of the points in the repeated restraint.

Regularly – if the option is selected, the points of repeated restraint are distributed

regularly between the Position and the end of the current member.

Spacing – input the spacing between points of the irregular repeated restraint.

Click in the appropriate row of point restraints table to delete the point restraint.

11.3.3 Distributed LTB restraint

To add new distributed LTB restraint on the current

member click above the design data table (the

tab Distributed LTB restraint must be active) or

click Distributed in the ribbon group LTB

restraints.

Properties of distributed LTB restraint:

Location – select the location of restraint.

Restraint can be defined either on the top flange or on the bottom flange or on both

flanges of the cross-section.

Position – input the position of the distributed LTB restraint beginning related to the


End position – input the position of the distributed LTB restraint end related to the


Click in the appropriate row of distributed restraints table to delete the point restraint.

11.3.4 Not checked field

To add new field, where the check is not performed, on the current member click above

the design data table (the tab Check data must be active) or click New in the ribbon group

Check data.

Properties of not checked field:

From beginning – input the

length at the beginning of the member,

where the check is not performed.

From end – input the length at

the end of the member, where the check




is not performed.

Click Delete in the ribbon group Check data to delete the not checked field.

11.3.5 Ribbon group LTB restraints

Commands in ribbon group:

Point – add new point LTB restraint on the current member.

Distributed – add new distributed LTB restraint on the current

member.

11.3.6 Ribbon group Check data

Commands in ribbon group:

New – add new not checked field on the current design member.

Delete – delete the current not checked field.


Use commands in ribbon group

View settings to set the view

options of the design member

in uncoiled view:

Restraints – switch

on/off the drawing of LTB restraints.

Cross-section – switch on/off the drawing of the cross-section picture above the

current design member.

Member details – switch on/off the detailed drawing of the current member of the

design member.

Dimension lines – switch on/off the drawing of the dimension lines of the current

design member.

Member scale – set the value of the exceeded scale to draw the members of the

design member.

Css scale – set the value of the exceeded scale to draw the cross-section picture above

the design member.




11.4 Buckling lengths

Click navigator command Steel design > Buckling lengths to input buckling lengths

coefficients required for the check of the buckling resistance.

Ribbon groups Project setup, View settings and Draw dimensions are available for this

navigator command.

Buckling lengths parameters are defined for the current design member.

The current design member is draw in in the main window. The picture of the design member

contains drawing of defined system lengths for individual buckling modes. Values of

buckling coefficients are drawn too.

The table to define the system lengths and to input bucking lengths coefficients is displayed in

the data window.

It is possible to configure the system length for flexural buckling yy, for flexural buckling zz,

for torsional buckling yz, for lateral torsional buckling of upper flange, for lateral torsional

buckling of lower flange and system lengths for limit deflections Defy and Defz.

Following coefficients can be assigned to system lengths:

For flexural buckling:

o yy for flexural buckling around the axis yy (either use the calculated value of

the coefficient or input the value of coefficient or input the value of buckling

length).




o zz for flexural buckling around the axis zz (either use the calculated value of

the coefficient or input the value of coefficient or enter the value of buckling

length)

for torsional buckling

o kw - either input the value of coefficient or the buckling length

for LT buckling the coefficients for top and bottom flange of the section:

o kz

o kw

o Mcr

The current design member can be selected in the combo box Design member above the

table.

In the table in the data window data about the buckling are entered. The first and last column

of the table contains numbers of nodes which represent the nodes of individual members of

the current design member.

For each type of buckling to the table consists of three or more columns:

column of checkboxes – selecting the checkboxes at individual nodes determines

nodes, between which the system length is measured. The value of the buckling length

of the member for flexural and torsional buckling is then calculated as the product of

the coefficient of buckling length and the system length of the member. The course

and shape of the moment curves is evaluated along the whole system length.

column of buckling length coefficients ky, kz - values of coefficient for individual

spans. If the mode of input is set to Calculated, the calculated values of buckling

coefficient are displayed. In case of User input – factor the user defined value of

buckling length coefficient can be entered. Option Calculated is only available for

flexural plane buckling yy and zz and only for projects imported from the Ida Nexis.

column of specified buckling lengths Length - if the mode of input is set to Input –

length, the total value of the buckling length can be entered in this column.

columns for input of coefficients kz and kw- if the mode of input of coefficients is set

to User input – factor, the values of coefficients kz and kw can be set.

column Mcr- if the mode of coefficients input for LT buckling is set to Mcr – input,

the values of critical moment Mcr can be set..

Use the checkboxes in columns Defy, Defz to set the system length for calculation of

deflections in the similar way as for buckling assessment.

If the option Buckling lengths around ZZ and YZ are determined by buckling lengths for

LTB is selected, groups for input of buckling coefficients for flexural buckling zz and for




torsional buckling yz are not available. The calculation of flexural buckling zz and torsional

buckling yz in this case takes the values of coefficients kz and kw specified for the check of

LTB.

If there are LTB restraints on a member, they are taken into account when determining the

buckling lengths and the coefficients kz and kw cannot be changed.

11.4.1 Ribbon group Project setup

See 11.1 Default check settings.

11.4.2 Ribbon group View

Commands in ribbon group View:

-X – switch the view direction against the global X axis

direction.

Y – switch the view direction to the global Y axis

direction.

-Z – switch the view direction against the global Z axis direction.

Axo – switch to the axonometric view.

11.4.3 Ribbon group Draw dimensions

Use commands in this group to set the

drawing of dimension lines of system

lengths:

All – switch to draw dimension lines

of system lengths for all types of buckling.

yy– switch to draw dimension lines of system length of buckling yy.

zz - switch to draw dimension lines of system length of buckling zz.

yz - switch to draw dimension lines of system length of torsional buckling.

Ltb, U - switch to draw dimension lines of system length of lateral torsional buckling

at the upper flange.

Ltb, dole - switch to draw dimension lines of system length of lateral torsional

buckling at the bottom flange.

Legend – switch on/off the drawing of descriptions of system and buckling lengths.




11.5 Check results evaluation

Click navigator command Steel design > Results to perform the check and to evaluate the

check results.

The graphical course of check results along the current design member is drawn in the Main

window.

Tables with text presentation of the check results are displayed in the Data window.

Table with check results overview is displayed in the Details view.

Ribbon groups Steel design, Extremes, Type of check and Type of output are available

when evaluating check results.

11.5.1 Ribbon group Steel design

Use commands in ribbon group Steel design to set or edit the

result class for steel check or to set the national code coefficients

for all design groups.

Code - see 11.1 Default check settings.

List of ULS result classes - select the result class for

section check and buckling check.

List of SLS result classes - select the result class for deflection check.

List of ULS result classes - select the result class for fire resistance check.

11.5.2 Ribbon group Extremes

The mode for evaluation of extremes can be set using commands in ribbon

group Extremes. Following evaluation modes can be set:

Section – extreme values of individual checks are searched in each

section of the current design member. One result is printed for each type of

check and for each section of the current design member.

Global – extreme values of individual checks are searched from all design members.

One result is printed for each type of check.

11.5.3 Ribbon group Type of check

Use commands in ribbon group Type of check to set the check type to be evaluated:

Overall – switch to evaluation of overall

results of all checks. Courses are drawn and tables are

printed for the main checks – section resistance check,

buckling resistance check and deflection check (if the

appropriate checks are set to be performed).

Section – switch to evaluation of results of section resistance check. The course of

resistance check is drawn and the tables with results of all partial section resistance

checks are printed.

Stability – switch to evaluation of results of buckling resistance check. The course of

buckling resistance check is drawn and the tables with results of all partial buckling

resistance checks are printed.

Deflections – switch to evaluation of results of the deflection check. The course of

deflection check is drawn and the tables with results of deflection check are printed.




Structural fire - switch to evaluation of results of the structural fire design. The

course of structural fire design is drawn and the tables with results of structural fire

design are printed.

11.5.4 Ribbon group Type of output

Use commands in ribbon group Type of output to set the range of printed

results:

Brief – switch to print table with brief summary results only.

Detailed – switch to print tables with detailed outputs.




12 Report

Input data and calculation results can be printed in report. Report can

contain texts, tables and pictures. Structure of protocol is fixed, it is only

possible to set, which tables and which pictures should be generated.

Use commands in ribbon group Report to set and print the report.

Click Setup to set the content of the report. In dialog Report setup particular items can be

checked to be printed in the report.

12.1 Standard report

To generate the standard report click navigator command Report > Standard.

The content of standard report can be modified in the Data window.

12.1.1 Input data

Options to set the content of input data standard report:

Modeler and results – switch on/off print of tables of

frame input data and linear calculation results.

o Project data – switch on/off print of tables of

project identification data, cross-sections and materials.

o Structure – switch on/off print of tables of

nodes, members and print of the picture of the structure.

o Load cases – switch on/off print of tables of load

cases and groups of variable loads.

o Loads – switch on/off print of tables of load actions in individual load cases.

o Load combinations – switch on/off print of tables of load cases combinations

definitions.

o Construction stages – switch on/off print of table with definition of

construction stages.

12.1.2 Calculation results

Options to set the content of calculation results

standard report:

Global extreme – if the option is selected,

tables of global extremes of evaluated magnitudes

will be printed to the report.

Member extreme – if the option is

selected, the tables of extreme values of evaluated

magnitudes on each member will be printed to the

report.

Cross-section – extreme values of

evaluated components are found per each cross-

section of the beam.

Construction stages – select the mode of

stages evaluation.

o All – extreme values of individual

check searched from all checked stages will be

printed.






Internal forces – switch on/off print of tables of internal forces on members.

Deformations – switch on/off print of tables of deformations on members.

Reactions – switch on/off print of tables of reactions in supports.

Internal forces – fatigue – switch on/off print of tables of minimal and maximal

values and amplitude of internal forces.

12.1.3 Concrete 1D design results

Options to set the content of concrete 1D check

results standard report:

Bill of material – switch on/off print of table

of bill of material of reinforced members.

Concrete design 1D – switch on/off print of

tables and pictures of check results of concrete design

groups.

Construction stages – select the mode of stages evaluation.

o All – extreme values of individual check searched from all checked stages will

be printed.



12.1.4 Steel design results

Options to set the content of steel check results standard report:

Steel design - switch on/off print of tables of steel

check results.

o Bill of material – switch on/off print of

table of bill of material of steel members.




12.2 Detailed report

To generate the detailed report click navigator command Report > Detailed.

The content of detailed report can be modified in the Data window.

12.2.1 Input data

Options to set the content input data detailed

report:

Modeler and results – switch on/off print

of tables of frame input data and linear calculation

results.

Project data – switch on/off print of tables

of project identification data, cross-sections and

materials.

Geometry – switch on/off print of tables

of nodes and members

o Draw picture – switch on/off print of the picture of the structure.

Load cases – switch on/off print of tables of load cases and groups of variable loads.

Loads – switch on/off print of tables of load actions in individual load cases.

o Draw picture – switch on/off print of the pictures of loads in individual load

cases.

o Effects of prestressing – switch on/off print of the table with loads caused by

prestressing elements.

Load combinations – switch on/off print of tables of load cases combinations

definitions.

Construction stages – switch on/off print of table with definition of construction

stages.

12.2.2 Calculation results

Options to set the content of calculation results detailed report:

Global extreme – if the option is selected,

tables of global extremes of evaluated magnitudes will

be printed to the report.

Member extreme – if the option is selected, the

tables of extreme values of evaluated magnitudes on

each member will be printed to the report.

Cross-section – extreme values of evaluated

components are found per each cross-section of the

beam.

Construction stages - select the mode of stages

evaluation.

o All - extreme values of individual check

searched from all checked stages will be printed.

o Selected - extreme values of individual

check per each stage, selected in the list below, will be

printed.

All load cases – if the option is selected, the

tables and pictures of results are printed for all defined




load cases.

All combinations – if the option is selected, the tables and pictures of results are

printed for all defined combinations.

Envelope – if the option is selected, the tables and pictures of results are printed for an

envelope of combinations.

Internal forces – switch on/off print of tables of internal forces on members.

o Draw picture – switch on/off print of pictures of internal forces on members.

Deformations – switch on/off print of tables of deformations on members.

o Draw picture – switch on/off print of pictures of deformations on members.

Reactions – switch on/off print of tables of reactions in supports.

o Draw picture – switch on/off print of picture of reactions in supports.

Internal forces – fatigue – switch on/off print of tables of minimal and maximal

values and amplitude of internal forces.




12.2.3 Concrete 1D design results

Options to set the content of concrete 1D

check results detailed report:

Concrete design 1D – switch

on/off print of the table with overall check

result and the picture of reinforcement

scheme.

Bill of material – switch on/off

print of the table with bill of

reinforcement and concrete.

Construction stages – select the

mode of stages evaluation.

o All – extreme values of

individual check searched from all

checked stages will be printed.

o Selected – extreme values

of individual check per each stage,

selected in the list below, will be printed.

Redistributions and reductions –

switch on/off print of all outputs

concerning calculation of redistributions

and reductions of internal forces.

o Internal forces – switch

on/off print of tables of modified internal

forces.

All result classes –

switch to print tables of modified internal

forces for all result classes.

Selected result

class – switch to print tables of modified

internal forces for result classes selected

in the list below.

o Draw picture – switch

on/off print of pictures of courses of

modified internal forces.

All values – switch

to draw pictures of all components of

modified internal forces.

Selected values –

switch to draw pictures of components of

modified internal forces selected in the

list below.

o No extremes – no extreme

values of modified internal forces are

evaluated.

o Member extremes – extreme values of modified internal forces are evaluated

for each single member of the structure.




o Global extremes – extreme values of modified internal forces are evaluated

for the whole structure.

o Intermediate results of redistributions and reductions – switch on/off print

of tables of intermediate results of calculation of internal forces reductions and

redistributions.

All combinations – switch to print tables of intermediate results for all

combinations from result classes available for checks.

Combinations used in section check – switch to print tables of

intermediate results only for combinations, which were used during

concrete sections check.

Nonconformity – switch on/off the print of the table with

nonconformities of reduction and redistribution calculation.

Section check results – switch on/off print of all chapters of section check results

o Overall check picture – switch on/off print of the picture of overall check

course along the design member.

o Extreme zone – if the option is selected, the results are printed only for the

reinforcement zone, where the most extreme value of check is found.

o All zones – if the option is selected, the results are printed for each zone on the

design member.

o Interaction diagrams – switch on/off the print of interaction diagrams

pictures.

o Nonconformity – switch on/off the print of the table with checks

nonconformities.

o Detailed results table - switch on/off the print of the table with detailed

results of section check.

o Combinations – switch on/off the print of the table with description of

combinations.

Check of deflection – switch on/off the print of all results of deflection calculations.

o Extreme combinations – if the option is selected, results of deflection check

will be printed for the combination, which caused the extreme check value.

o All combinations – if the option is selected, results of deflection check will be

printed for all combinations.

o Picture – switch on/off the print of the picture with the courses of deflections.

o Stiffness – switch on/off the print of the tables with stiffnesses.

o Nonconformity - switch on/off the print of the table with nonconformities.

o Combination – switch on/off the print of the table with description of

combinations for calculation of deflections.

Explanation - switch on/off the print of the table with nonconformities.

Design member data – switch on/off print of the tables with calculation settings of

individual design members.

Reinforced zones– switch on/off print of the tables and the pictures of reinforced

zones and the reinforcement along the design member.

o Reinforced zones on beam haunches - switch on/off the print of tables with

reinforcement zones on design members haunches.

Code and calculation setup – switch on/off the print of table with national code and

calculation coefficients values.




12.2.4 Steel design results

Options to set the content of steel check results detailed

report:

Steel design - switch on/off print of tables of steel

check results.

Cross-section picture – switch on/off the print of

table with cross-sections picture and cross-section

characteristics.

Internal forces picture - switch on/off the print of

pictures with course of internal forces.

Strength check picture – switch on/off the print of

pictures with course of section resistance check.

Stability check picture – switch on/off the print of pictures with course of buckling

resistance check.

Buckling lengths picture – switch on/off the print of pictures of buckling lengths.

Deflection check picture – switch on/off the print of pictures with course of

deflection check.

Fire resistance check picture – switch on/off the print of pictures with course of fire

resistance check.

Print detailed tables – if the option is selected, the detailed tables of check with

intermediate results are printed. If the option is not selected, only the resulting

utilisations for particular checks are printed.

Bill of material – switch on/off print of table of bill of material of steel members.




12.3 Ribbon group Report view

To print and export the report use commands in ribbon group

Report view.

Refresh – regenerate the report according to the current

setting of report content

Print –print of the report to the selected print device

Preview – display print preview of the report

Save as – save the report to the file of HTML, MHT (web archive including pictures)

or TXT format.

beam_en

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